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HomeMy WebLinkAboutSWP272051 4 by state racing offi- approval. issued. man for the rite tracts, saia tits 1 . •en't likely to take any John de Saint Phalle, a Bellevue Racing commission members ear- group can have a new complex open Auburn plan until after businessman and spokesman for the lier said when city officials for racing in April 1994. 3 group, said the state's conditional approved the review, a public hear- McCann, a contractor who also is the deadline for approval is essential to secure their ing on the Auburn track would be owns and races Thoroughbreds,said up trying to secure construction loan in April or May so scheduled within 15 days. As of his group is working to secure a new track proposed work on the track can begin as soon Wednesday afternoon, no hearing financing. forth Pierce County. as possible. had been set. "April 10 is our date, and we're ` iorse Racing Commis- De Saint Phalle's group wants a Besides the rival groups promos- working hard toward that," 58 Led to approve only one public hearing on the proposed ing tracks in Auburn and Fife, a McCann said. i Western Washington to Auburn track early in March. third group has applied to the state to If his group is unable to secure a igacres, where Thor- But Barbara Black, one of the build Capitol Downs, a track pro- construction loan, McCann said, ing is slated to end next three racing commissioners, said posed Lacey in Thurston County. they'll "pass the baton" to any oth- they aren't likely to take action on That application also is under er group who thinks they can find g commission earlier any other track application until revie .^�( fins c}n build a new track. ton aGc ar S�,� �.��x,kk Yen dicker over e. ... ��h'm�"�.,x��rb'sE^ ���3. �'A�� fir" .IT . � By DEAN A.RADFORD Renton's drainage basins would be Valley Daily News collected in the'pipeline. "What' RENTON - The city may share happens to property at the end is that 3:. the expense of building a 72-inch they have to transfer all the water off storm drain line, estimated to cost their property," Guttmann said. about$1 million,through the site of "We want to help them share that Paccar's proposed Kenworth truck burden," she said, because the run- f 4 plant. off is created"by conditions beyond The line is one of the last issues their control." Paccar and the city must resolve, The city has added the pipeline to according to Lynn Guttmann, the the final environmental review of city's public works director, before the truck plant, indicating it would the company decides whether to not"substantially change the analy build the plant that will employ 600 sis of construction impacts or miti- to 800 workers. gating measures." Jack McRae, Paccar's director of About 870 feet of 72-inch line public relations, said Wednesday already exists, installed by E & H the drain line is"not the only issue" Properties as part of its Park Plaza the company is still dealing with,but Project. he hopes the company can apply for The extension is for 1,230 feet of - a building permit in a month or so. line along Garden Avenue North �t. Guttmann said that time frame is from the project site at North Eighth I � reasonable. Street. to Gene Coulon Memorial ' Guttmann said the city and Paccar Park, where the water will dump are trying "to find a formula to into Lake Washington. compute the private vs.public bene- The city says the drain line will . fit" of the pipeline. "We agree we help reduce flooding along North T. must share the cost, but we don't Eighth Street,including a 37 percent AD n know yet how to calculate the cost," , reduction in street flooding at the Guttman said. intersection of North Eighth and 'Y The city also must decide where it North Houser Way. will get the money to pay for its Cost of the entire truck plant is share, Guttmann said. She has told estimated at about $80 million. It Paccar a final agreement depends on would turn out 12 to 20 trucks per finding a source of money and then day, perhaps starting in 1993. The . obtaining City Council approval. city has already issued a foundation Runoff from throughout one of permit for tote plant. Valley Daily News photo by MARCUS R.DONNER Big Safewaystore lenry Rance's molars. has teeth i n it anchors new center By JEAN PARIETTI store will take up more than half of s will be decayed molar. Valley Daily News the 14,150-square-foot building. A lartment's Those students are sent to the school's nurse KENT-A Christian bookstore,a new dry-cleaning business will • teeth for for a follow-up exam and are then given a per- hair salon and a dry cleaner will occupy 1,382 square feet in the mission slip if parents want the procedure done. open their doors along with a Safc- same building,he said. `* onto the The schools participating in the program are way Marketplace this fall in the new TGF• Haircutters, a chain hair )on as the chosen based on the annual percentage of at-risk $3 million Langston Landing ,. .op- salon, has signed on for 1,100 Agenda for Renton/PACCAR Team Meeting 1/16/92 I Foundation Only Permit 1. Projected construction start date: 2/13 2 . Status of approvals: Storm Drainage: At PACCAR Water: At PACCAR Structural: At PACCAR Transportation: At PACCAR Utilities: At PACCAR II Building Permit A. Status of Plan Review 59 . Response to 8th and Garden SE corner solution ok 58 . Comments/Questions re reviews to date: a. Sewer b. Water c. Storm drain d. Property Management e. Transportation f. Bldg Code g. Energy h. Structural i. Planning/Landscape ' j . Mechanical 57 . Projected resubmittal date for elements missing on 12/4 submittal: 1/13 56 . Garden Avenue Storm Sewer -Status of temp detention pond design solution: 1/13 -Permanent solution depends on May 15 "Substantial Progress" date -Outcome of meeting on phased construction: Gregg, Dick -Coordination status with WSDOT and Trans Svcs: Dick A. -Requires modification to existing Utility permit 55 . Puget Power Substation -Outcome of team meeting: Bill/Dick 54 . Mitigation Document submittal dates: -Traffic improvements -Bike Path -Status of approval for 8th and BN traffic signal: III Remediation Houser Way By-Pass & East-West Interceptor 29 . Need add11 info re orifice before can activate IV Puget Power Substation and Transmission Line Projects 1. Outcome of 1/13 team meeting: Bill/Dick 2 . SEPA: Emphasis for transmission line checklist determined 3 . Landscape Plan review complete 4 . Transportation Services review incomplete 5. Schedule undetermined 6. Permits needed: V Meeting Schedule 1/23/92 , Thurs. 7 : 30 Z !9-0 `'' ISZ RR SRACKS 20 EX �j i 1 013. AD 48 CMp CU'V N r 96' SS------------- ♦ J J / --- is f - CURB -- - - ► �E SHINGT �N lll��� LAKE W A � - VJ i 54' SD l �,C J. I to• D _---- Q LF - - e, • o m 3° �= na r _ Title 72 L7 r�}f1D�iC,� Sheet No. / of By //V / 94 Chk. ! / Job No, SSOE, Inc. 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 Fax 206-827-8412 206-827-2950 N V 3 E►.1 T $� Z['�/ -� QQ boaLAJ o° V1 0 ; N oL Io _9 LLN N LAJ - 0 3 cv N Cam+ •� — — — — Title K tV ,Oe.l 7" n Sheet No. / of By gVj / / / L Chk. I I Job No. 150/1-D SSOE, Inc. • 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 Fax 206-827-8412 206-827.2950 ysa� l 40 / i W � ESTMA-T�'l� FL DAD ,C.E✓DEL I � ►/ 2-7 70 (-Aeel 1 Iq O 250 0 EX/6-77IV 7 .17-,q6C x 2 CO v I I Ioo / 25 27 ?� Z8 W ATeR- ELF-UA7'?o Q % -' CITY OF RENTON "'LL Planning/Building/Public Works Department Earl Clymer, Mayor Lynn Guttmann,Administrator January 7 , 1992 Mr. Roger Lohmolder PACCAR, Inc. Business Center Bldg. 1v0J ✓ 777 106th Ave. N.E. Bellevue, WA 98004 SUBJECT: Houser Way Bypass Line Flow Restrictor Dear Mr. Lohmolder: Last week Claus Hackenberger delivered the attached drawings showing the flow restrictor for the Houser Way bypass storm water line, and asked for review comments on this shop drawing. our review comments follow. 1. The only flow restrictor for which we know the required orifice size is the East-West Interceptor flow restrictor. That flow restrictor had a required orifice size of 2 '-3 1/2" (see attached sketch) . Claus tells me that the East West Interceptor flow restrictor has already been installed. However, the Houser Way Bypass line flow restrictor orifice was to be designed as an element of the temporary detention pond. Since the design of the subject pond has not been completed, the size of the flow restrictor orifice remains unknown. Therefore, we cannot yet approve this submittal. 2 . We are concerned that the 4811x48" mounting plate will not seal unless it is rolled to fit the curvature of the manhole, and is provided with suitable gasketing. 3 . Gasketed band on 12" drop should be supported from wall of manhole, as shown on attached plan. 4. A 36-inch steel flange piece should be welded to the CSP pipe, and the shear gate should be bolted onto the flange piece. Directly welding the cast iron flange of the shear gate to the CSP pipe would be a questionable connection from a structural standpoint, and would also present difficulties in maintaining or removing the sheargate in the future. 200 Mill Avenue South - Renton, Washington 98055 Houser Way Bypass Line January 7, 1992 Page 2 Please provide a copy of these review comments to Claus Hackenberger. Thank you. Sincerely, �ka47q---�; Gregg Zimmerman P.E. Plan Review Supervisor w/enc. cc: Randall Parsons Ron Nelson Mark Wetherbee Bill Stalzer GAZ/tp132 CONSTRUCTION PRODUCTS INC --_ ROIA?a--Is—Atn I Sr— -— 030 q� �it1303d �Y 1,Cs�,J C S '(L C�T� Qz- 1Z`N �► . rlolt d d0 A.U,- A71- C.A-sT t tt.�41 S IrtE`A� � w•o w H T��-1 C� — { �/$`� C�. - -- ----- --- --- ---- ------- - Attu o" IX I ---- t MODEL • - t i Waterman Shear Gates are designed for filling or emptying tanks in both water and sewage plants,for low pressure drainage linesi.ry i and other similar operations. All sizes are bronze.wedged and t bronze sealed, (NOTE: see chart for specs). The wedges are e z r r removable by unbolting to afford easy replacing due to wear.Two 'Yb feet of lifting handle is furnished as standard with extensions avail- able upon request at time of order.These gates are designed for low seating pressure applications. Spigot back available. e� �` ' NOTE:THESE DIMENSIONS FOR PRELIMINARY DESIGN PURPOSES ONLY. .. DO NOT USE FOR INSTALLATION UNLESS PART OF A CERTIFIED&APPROVED SUBMITTAL. z^ x•'' y^e t. 2 rr f A BC D E F G' H' J K M N P S° T° J�Fbn ''" .r �: s •. 4" 7h 9h 6K 6tt 4'h 9 t4 5 3t 8 it 45 22h _ 6" 9h i1 73. Ti: 6'h 9 Y. 5 'R 8 V. 45 22h 8" 11t. 13'6 9t: 7t'. 8'/• 9 % 5 '/. 8 Y. 45 22!1, Z 10" 14'/. 16 11'h 9N 10% 9 "/+• 5 tt 12 V. 30 15 s _Fv x kF a O 12" 17 19 tat. 10% 13 9 "/+• 5 tt 72 Y 30 t5ZZ Z 14" 4 21 14t': 11h 15 10 Y 5 Y. 16 h 22 1 t/. Y. 12 N. 30 211 15 ` w r I f 16" 21/. 23'h 15'h 12% 171h 10% 'Y. 5 'h ' 4 /BC 0 18" 22Y. 25 t6% 13Y. 19`6 10h h 5 t: 16 1/6 22h 11Y. $ ; F'- � - ..�� •. 20" 25 27 17t: 14t: 21% lOh h 5'K Y. 20 h 18 9 irc - G 24" 29'h 32 19Y. 1 16% 25 st 10'h 1 Sit t: 20 h 18 36" 423/: 46 281h 24 t% 8 h 32 1 11 v Stt \ •� a — •SPIGOTBACK OPTIONAL lD FRAME-CAST IRON ©LUG BOLT-BRONZE 0 COVER-CAST IRON Q7 BRONZE WEDGES&BOLTS(2)Req'd S. T? - (a)HINGE BOLT-BRONZE (a)LIFT LUG—CAST IRON D ®BRONZE BUSHING(Not Shown) 9Q ADJ.LUG - 05 LIFT ROD-STD PIPE ®BRONZE SEATS t MODEL 1&25 lb.drilling standard."P"Dia.holes,"N"places equally spaced, as shown on"BC"Dia.bolt circles uses•'M"Dia.bolts.(Optional ECONOMY.SH EAR'GATE 125 lb.drilling available.) ®Applies to spigot back gate only.Spigot,shown in phantom,Is optional. MODEL C-7 ECONOMY SHEAR GATE The Waterman Model C-7 Shear Gate has been designed to meet the need for an economical shear gate, which can be used in "3 irrigation ponds and similar control applications.The flangeback is constructed from close grain iron conforming to ASTM specifica- tion A-126 Class, B. The bronze cover is a low zinc valve > Z composition. Seat faces are machined. Assembly bolts are axe. 9 galvanized steel.A standard fie"steel pipe is used for a handle,but z is not furnished with the gate. Handles are normally cut to the required length by the installer.Gaskets and six 1�"flange bolts are t3 not furnished as a standard item,but must be ordered as separate _ items. fi Q Z FRAME-CAST IRON Q HINGE BOLT-GALV STEEL ' -- Q2 COVER-CAST IRON ®HANDLE LUG 3 BOLT m t H DIMENSIONS 4 F G H J K ��JCOVOEFI n SIZE A B BC C D E ISTOP PIN7!• :: _9 2'• 3'• 7 4 7 - LYPENED, j II 5" 9'>. 10'm 8S SYu 10>�. `. 24 3'a 8•,. 4',. to+. .POSITION K 8•' 7'. 12,. 10+. 6v,. 121,, R 2': 3'n 8% 4+. 14'. i , +/,"1 PT. THREAD 3 4 A rman INDUSTRIES, INC. I U ' C 1 --J E EXETER,CA • LUBBOCK.TX • GARDEN CITY.KS • BOISE.ID MEMPHIS,TN O F RED TOP WATER CONTROL GATES. VALVES and EQUIPMENT G cn OPEN GRATING fn r w 0 Ln -- ZT CHAIN ( WELDED TO — ��♦--' —CITY OF RENTON D GRATE FRAME ) —: STD. M20�LE co c " CM1P WELD TO �/Q Z COAT WITH NO. 1 ASPHALT m (J\ PROTECTIVE TREATMENT cn •--• �� -- /4" W/8" o SS EXPANS I ON ANCHORS (fi ® 1 ' —0 0. C: AT EDGES ( 1%2" EMBED ) . SHEAR — COAT WITH NO. 1 ASPHALT PROTECTIVE GATE �� TREATMIENT PER APWA STD. SPEC •—"• SECTION 60-3. 01 H1 IE=21 . 50 ~ .� DIA. SD — / i5"�� DIA. SD o 67- 1 ' —0 PIPE SECTION ATTACHED x rQ WITH GASKETED BAND TO ALLOW REMOVAL , co FLOW RESTRICTOR 1 v p. °Z m a SCALE: %4" = 1 ' -0 G-1 o N � O cl m O DMA , C> — I lCE oft 40 WORK ORDER WO. ECF NO. GREEN NO. CITY OF RENTON-DEVELOPMENT SERVICES PLAN REVIEW ROUTING 'SLIP DATE APPLICANT: JOB ADDRESS: NATURE OF WORK: TO: Comments Due Comments Due FIRE PREVENTION BUREAU BUILDING CODE REVIEW WATER SYSTEMS ENERGY CODE SEWER SYSTEMS I STRUCTURAL I�STORM DRAIN SYSTEMS PLANNING DIVISION PROPERTY MANAGEMENT MECHANICAL TRANSPORTATION DIVISION I OTHERS REVIEWING DEPARTMENT/DIVISION1-1 _ �A APPROVED 1 APPROVED WITH CONDITIONS NOT APPROVED r4 � l�l�fi1�1 r/mow �w� �45 ��IFII �D All/y TO �o�NG��/a/� -o�✓�.Y p��S . � o o� U � o� �oUn%D�710 - /L l DATEr Signatui7 /o�rsctor or Authorized Representative 14:pinrev CDVb1d022(9/10/91) 1 WORK ORDER NO. ���� ECF NO. GREEN NO. j;92 09 Ae CITY OF RENTON-DEVELOPMENT SERVICES PLAN REVIEW, ROUTING SLIP DATE APPLICANT: JOB ADDRESS• NATURE OF WORK• TO: Comments Due Comments Due FIRE PREVENTION BUREAU I BUILDING CODE REVIEW I WATER SYSTEMS ENERGY CODE SEWER SYSTEMS STRUCTURAL (NORM DRAIN SYSTEMS ( I PLANNING DIVISION PROPERTY MANAGEMENT MECHANICAL TRANSPORTATION DIVISION OTHERS REVIEWING DEPARTMENT/DIVISION Lxu 1 APPROVED ( ( APPROVED WITH CONDITIONS J,-77--�NOT APPROVED DATE .7, q ; Signature/of,,birector or Authorized Representative 14:pinrev � CDVbld022(9/10/91) F �Fr�r W)T15- T/M 7 c ___ Sw in An � /NC c o /�F�9-S� l�F T L' '11+ �1/`L1 �t - U d�, C fJFL//5'� -" Td vs vvo ��N7tiTs � T5 �5h! /5C A"-CxGe/-s A'Qeo;l�; N/9i�'o� NOT Fie/�T..� /79 T�I 5IN - f� �� - l7 j�itiJov G, S G' -Z�� � ���v�� ����-�' 14ND 3) D l� rQvGN 5� �Q� G /ST C.�� cuGeT10 6Ua��F Zoe c c u4Y -offiFrc S/ o/� coiyPyoC P 2(t h 77 N Z /� , 77; o �o !7� y rT 5P 13 N� r 9Irv/C � err Co�Y�i� Tv C4-Fc 0 ur 17- 5��� n Nod N a -TA F 6 H b& / 1 �7 i Y J/��1' / O/ti' !41�p 4-7 Roo i aa_v IN X1,44L-5 Cr 1r cr 4N N C4 17j itt C6--- e14 AZI14 2 r S vF�/C�E�i�y. �9 L T IY 57 ZC, Tiffs l7, IeLFTF jq�sx�IV /hi5'3e " 51'1-4, N 6-7 5F TJ rG lei r p ���7'/0l C L,C(2 4 T/c3 � 5 e-c)XF� CA 55 - S CTJOJy R6� c� �s F7�J lU SD 1i S^ « STD, & w�T� li�4�/r9N�� rr f 77//5 1 `7jE fiL 1 S 5�.� 1"51� Lam' l I7) Al CO,9,'-1 4 Cyl��N,� �ff�jv� 70 y/�� 7YOT I NC L UDC C /7�V OFF ®r. 2 F 7—,,/-a F/6 i I / / n e7 u% i CIII 7Ctf ' /ai4 JJoc W W W /Y`'J/ !J / / 7 l.J./ t)�✓ // %' . 7/✓ c o o �C�s2/'/�C '� c,>/l��s sib �� T l�',9, /�Iyr'�, rirr l rnr .¢ (661�77?5 Tc), 7Q - c1G 1=�� V C _ �� T 5 or G4r��1�1v 4 N� N, 6 S , �5 � 5 4 TD c oz c r cT- 41 o .__Py1/4" r EGA /ors/S GAT /fC 2G D 2C /T )00�ToN l3a � Olt 10ON10 ON /olfo/t-1G���. pe®fi%G : 1 lyo7- I NL r T 5 ��qOAI e7 t c©p� , LU=_ ��j F6� Ui �;d '/� �Fr� ', i�c� For Uf Uf Vf coo ^r N� - �� 3 Z- r Pelf-, OF Co 07 c o i o,�- AWN 7-0 FOP©t�� � �,��,Q'�r��fi TFil'J/�b�9 •�' � N �Q1Y -AOL FOX jai F�// SAD S�7� G o 1�/7�c��' � ,Z'/1rC C C AE— ,p 7, y.� DRAINAGE REPORT CONTENT LIST sf A.) Stamped and signed by a Registered Washington P.E. on front page. Complete Technical Information Report (fIR)Worksheet that is enclosed. (see attached) B. Briefly describe the construction involved. C. Describe existing and proposed on-site drainage features. D. Core and Special Requirements: 1. Show that Core Requirements 1-5 in Section 1.2 are addressed. 2. Show that all Special requirements in Section 1.3 that are applicable to this project are addressed. E. Use the SBUH/SCS hydrograph method to compute required on-site detention. (Using 2,10, and 100 24 hour design storm events for pre-developed and post-developed conditions (6 separate peak flows). This should show sizing for the peak rate runoff control facility, with a routing table. F. Biofiltration design calcs (per Section 4.6), if for project site sub-basins with more than 5000 square feet of new impervious area subject to vehicular use or storage of chemicals. G. Wet pond sizing design calcs (if there is more than 1 acre of new paved impervious area and meets other conditions of Special Requirement#4). H. Conveyance velocity calculations (show that major conveyance pipes velocity >= 3 fps). I. Conveyance capacity calculations. Show that all conveyance pipes on-site have capacity for the 25-year design event (Hydraulic grade line > = 0.5 feet below rim of structure). Also show that the 100-year event conveyance fulfills Core Requirement#4. J. A Level 1 Downstream Analysis, as described in Core Requirement#2. (Level 2 or 3 analysis may be requested later if a downstream problem is found or anticipated from review of the initial submittal of the Drainage report). TEMPORARY EROSION/SEDIMENTATION CONTROL A. Proper design for containment of erosion on-site shown on construction plans. B. Calculations for a sediment trap (for sites less than 3 acres) or a sediment pond (for larger than 3 acres), as shown in Section 5.4. ALL REFERENCES REFER TO THE 1990 KING COUNTY SURFACE WATER DESIGN MANUAL. Pf Gam, T /fie'W P��2�/j��� `���� W� w- Gib✓S � F:7z 49 i2 l s l2 i e TECHNICAL MEMORANDUM ENTRANCO TO: Dick Bangert PACCAR, Inc. FROM: Ralph Nelson, P.E. Entranco V . DATE: December 18, 1991 � ,? Revised December 19, 1991 !; ` SUBJECT: Addendum No. 3 Garden Avenue North Drainage Study Entranco Project No. 91031-60 INTRODUCTION Entranco has been retained by PACCAR to study the Garden Avenue North drainage system in Renton, Washington. This report is a continuation of drainage studies com- pleted to date concerning the proposed PACCAR site development, runoff from the North Renton Drainage basin, and the Garden Avenue North drainage system. The Garden Avenue North drainage study began with a steady-state backwater analysis of the Garden Avenue North storm drain as it relates to the proposed PACCAR site de- velopment. Flows produced by the King County hydrology model as a part of the Park Avenue Drainage study (in progress) were used as input. The steady-state analyses in- dicated that even design flows as low as the 2-year return rate were capable of causing wide-scale flooding on the valley floor. This condition severely limits the discharge of stormwater from the PACCAR site. Results of this initial analyses were presented in the Garden Avenue North Drainage Study (October 1, 1991). A second study was conducted to determine what drainage alternatives were available for the PACCAR site development. The study examined several potential alternatives, including enlarging the culverts for the lower ponds, bypassing storm flows down North Houser Avenue, and enlarging the existing Garden Avenue North storm drain. Each al- ternative was evaluated using the steady-state backwater model. The results demon- strated that a combination of improving the capacity of the lower ponds system along with an increase in the flow capacity of the valley storm drain system could help to re- duce flooding on the valley floor. The results of the second study were summarized in a Drainage Study Addendum (October 16, 1991). After the second study was completed, Entranco began to analyze the valley floor drainage using EXTRAN of the Stormwater Management Model (SWMM). The EX- TRAN model offered a more detailed analysis of the valley floor drainage system, al- 9102"0 Garden Ave Drainage Study Add.03(12-18-91) 1 flowing the dynamic routing of full hydrographs through the storm drain system. The di- ference between the EXTRAN modeling and the previously used steady-state modeling, is that the EXTRAN model allows conditions to be tracked throughout the duration of a storm, whereas the steady-state analysis permits only a snapshot of conditions at one flow rate, and assumes that flow rate is maintained for an indefinite length of time. The EXTRAN model developed for the study represents over 115 pipes and 120 struc- tures (manholes or catch basins) for the principal drainage system on the valley floor. Information used to define the system was obtained from a combination of sources in- cluding field survey, existing plan sets, and the City of Renton data base. The EXTRAN model was used to evaluate and further define potential drainage alterna- tives available for the PACCAR development. A November 21, 1991 Addendum to the Drainage Study evaluated the need for pumping stormwater off the site, as well as for Barron's bypass alternatives. This potential solution was abandoned in light of new in- formation that allowed a more viable solution. This new solution is the subject of this third Addendum. This analysis addresses flooding and drainage patterns for "existing", "interim" and "fi- nal" conditions for the PACCAR site and related drainage on the valley floor. The "in- terim" conditions represent the PACCAR site development conditions during the con- struction period until the_"final" drainage.alternative can be implemented. The information presented in this Drainage Study Addendum summarizes the results of the EXTRAN modeling for the various conditions examined. EXISTING CONDITIONS Description The Existing Conditions case assumes that the PACCAR site and drainage system ex- ists as it did during the winter of 1990 (per SSOE plans showing "Existing Conditions"). The south half of the site is largely covered by impervious surface, while the north half of the site is predominately bare earth. Included are open ditches, cross connections with off-site drainage, and an 18-inch restrictor in a storm drain passing runoff across the site. The Garden Avenue North drainage system, including the lower ponds, is assumed to be maintained and fully operational. Please note that the assumption of these main- tained conditions is critical to the results of this analysis. Drainage/Flooding Conditions As noted in our earlier studies, the existing valley floor drainage is undersized with re- spect to the peak flows expected for extreme storm events. In the vicinity of the PACCAR site, flooding occurs from two sources: 1) storm drains conveying runoff from other parts of the drainage basin back up onto the PACCAR site, and 2) when these drains back up, runoff generated on the PACCAR site is contained on-site. and there- fore contributes to site flooding. --------....._ ..__ 91029-60 Garden Ave.Drainage Study Add.d3(12-18-91 2 In the vicinity of the PACCAR site, flooding occurs principally at the northwest corner of the site, which is the lowest point on the property. For the 25-year design storm, it is estimated that up to 16 acre-feet of water would be found on the PACCAR property. This water comes from both on-site and off-site drainage. Some of this water comes out of the North 8th Street storm drain. Currently there is a 24-inch diameter pipe con- necting the North 8th Street storm drain and a drainage ditch in the northwest corner of the PACCAR site. When the North 8th Street drain is full, water flows onto the PACCAR site through the existing ditch "outlet'. During the 25-year storm event, as much as 45 acre-feet would be discharged from North 8th Street into the PACCAR drainage ditch. Another source of flooding on the PACCAR site under existing conditions is the storm drain crossing the site from subbasin 15 (located to the south of PACCAR) to the North 8th Street storm drain. Under low flows, runoff crosses the PACCAR site and enters the North 8th Street storm drain approximately midway between North Houser Way and Garden Avenue North. During high flows, stormwater in the North 8th Street drain backs up into the storm drain on the PACCAR site, causing flooding. Flooding from in- lets and manholes probably travels as shallow sheet flow across the site to the north- west corner. Flooding created on the PACCAR site under existing conditions promotes flooding on adjacent properties. As flood waters build up on the northwest corner of the property, water begins to spill over-onto the low-lying adjacent areas along Garden Avenue North (west of the PACCAR site). Street flooding is predicted along North 8th Street (the northern boundary of the PACCAR site) during the 25-year design storm. Approximately 4.7 acre-feet of flooding is predicted, with most of the flooding occurring at the intersection of North 8th Street and North Houser Way. Under existing conditions, no flooding is predicted for Garden Avenue North, down- stream from the PACCAR site. These predictions may not be representative if the low- er pond systems are not maintained. INTERIM CONDITIONS Description The Interim Conditions case assumes that the PACCAR site exists as defined by the July 18, 1991 Grading Plans submitted to the City of Renton. Specific conditions in- clude: 1) the South Houser bypass is in place, carrying drainage from off-site areas (subbasin 15) around the PACCAR site before joining the Garden Avenue North drain- age system at the intersection of North 8th Street and Garden Avenue North; 2) the east-west interceptor is in place, carrying runoff from the southern half of the PACCAR site, north to the intersection of North 8th Street and Garden Avenue North; 3) runoff from the northern half of the PACCAR site is collected in two sedimentation ponds be- fore being discharged at the intersection of North 8th Street and Garden Avenue North; and 4) the existing ditch "outlet' at the northwest corner of the site is removed and the site is regraded according to the plans. 91029-60 Garden Ave.Drainage Study Add.M3(12-18-91( 3 Drainage/Flooding Conditions The interim condition changes the existing drainage pattern primarily by eliminating some of the overflows from the North 8th Street storm drain. As a result, the extent of surface flooding on the PACCAR site is reduced. For the 25-year design storm, flood- ing on-site is approximately 8.8 acre-feet, approximately 36 percent less than that pre- dicted under existing conditions. Most of the flooding occurs at the northwest corner of the site. The cause of the flood- ing is a backwater or reverse flow condition created by high flows in the N. 8th Street storm drain. During the peak of the storm, the outlet from the site reverses flow direc- tion, diverting approximately 1 acre-foot of runoff onto the site over a 2.75 hour period. During this period, stormwater in the South Houser bypass, the east-west interceptor, and runoff from the northern half of the PACCAR site contributes to the flooding on-site (since it cannot be released into the North 8th Street storm drain). A reduction of flooding on the PACCAR site coincides with an increase in flooding off- site at another location. Under the interim conditions, flooding in the vicinity of North Houser Way and North 8th Street (upstream from the PACCAR site) was substantially increased over existing conditions. Street flooding at this location increased from 3.8 to 7.5 acre-feet. The increase in flooding may be caused primarily by eliminating cross connections between the PACCAR site and the North 8th Street storm drain. Under in- terim conditions as described above, the only hydraulic cross connection between the PACCAR site and North 8th Street occurs at the intersection of North 8th Street and Garden Avenue North. Under existing conditions, a cross connection exists for the storm drain carrying runoff from subbasin 15 (the storm drain replaced by the South Houser bypass). If the cross connection between the PACCAR site and North 8th Street was retained (approximately midway between North Houser Way and Garden Avenue North), the flooding at the intersection of North Houser Way and North 8th Street is predicted to be reduced by 85 percent (7.5 acre-feet reduced to 1.1 acre-feet). However, flooding on the PACCAR site would increase as additional runoff from North 8th Street finds another point of entry into the PACCAR drainage system. On-site flooding would increase by over 8 acre-feet, with most of the flooding occurring along the east-west interceptor. Flooding along the east-west interceptor probably would be due to the relatively low rim elevations of the manholes and catch basins. Reduced flooding on the PACCAR site appears to reduce the current amount of off-site flooding expected along the western boundary of the site (Garden Avenue North). Esti- mated flood storage in this area appears to be reduced from over 6 acre-feet under ex- isting conditions, to less than 1 acre-foot under the interim conditions. The reduced flooding in this area is attributed to lower flood levels on the PACCAR site resulting in less water spilling over to adjacent properties located to the west. The interim condition had no noticeable effect on the downstream drainage system (Garden Avenue North). The maximum predicted water levels in the manholes along Garden Avenue North were not substantially different from those predicted for the exist- ing condition (figure 1). 91029-60 Garden Ave.Drainage Study Add.#3(12-18.91) 4 Conclusions/Recommendations The interim condition proposed for the PACCAR site apparently will have the greatest effect on the flooding occurring immediately upstream from the site, at the intersection of North 8th Street and North Houser Way. Removing or modifying some of the existing cross connections with the North 8th Street storm drain reduces the amount of flooding on-site, but increases the amount of street flooding immediately upstream. On-site detention could be required to mitigate any increases in off-site flooding. De- tention would have to be designed to divert some of the peak flows from North 8th Street onto the PACCAR site. The volume required would need to be established for the 10-year design storm. For comparison, the volume of on-site flooding for the 25- year design storm could be as high as 14 acre-feet. Another option would be to retain the existing cross-connections and allow the PACCAR site to flood during the interim period—much as it now does. Provisions would be re- quired to hold the water on-site and not allow it to flood adjacent properties any more than they currently are flooded. FINAL CONDITIONS Description The Final Condition case represents the recommended drainage alternative that will al- low the PACCAR site to be developed in accordance with the drainage requirements of the City of Renton. The recommended solution is the extension of a 72-inch storm drain along Garden Avenue North, parallel to the existing storm drain. The 72-inch storm drain would extend from North 8th Street, northward along Garden Avenue North before crossing beneath Lake Washington Boulevard and the Burlington Northern Railroad (BNR) tracks. On the north side of the BNR tracks, the storm drain would be diverted east to rejoin the Garden Avenue North drainage flowing through Gene Coulon Memorial Park. Existing storm drains crossing the proposed 72-inch pipe alignment were assumed to be joined with the new 72-inch diameter line. Cross con- nections are maintained between the 72-inch storm drain and ponds 1 and 2 in the vi- cinity of Gene Coulon Memorial Park. Storm drainage from the PACCAR site (including the South Houser bypass, the east- west interceptor and the on-site detention pond) would be collected at the northwest corner of the site, then discharged directly into the existing 48-inch storm drain on Gar- den Avenue North. Flows from North 8th Street would be diverted to the new 72-inch storm drain. A 48-inch cross connection would be provided between the existing Gar- den Avenue North storm drain and the proposed storm drain at the intersection of North 8th Street and Garden Avenue North. Approximately 700 feet of the proposed 72-inch pipe is already in place along the north- ern end of Garden Avenue North. 91029-60 Garden Ave.Drainage Study Add x3 112-18-91) 5 Drainage/Flooding Conditions The proposed Final Condition solution helps to reduce flooding along North 8th Street. At the intersection of North 8th Street and North Houser Way, the volume of street flooding would be reduced by 37 percent from existing conditions. As a result it ap- pears that the proposed solution compensates for any loss of flood storage on the PACCAR site as it relates to flows in the North 8th Street line. Flooding along the western boundary of the site (Garden Avenue North) is reduced un- der the final solution. Potential off-site flood volumes for the 25-year design storm are reduced from over 6 acre-feet (predicted under existing conditions) to less than 1 acre- foot (under the final solution). The reduction is attributed to the elimination of flooding on the PACCAR site. Under this condition, no flooding was predicted on the PACCAR site for the 25-year de- sign storm. The maximum water surface elevation at the point of discharge (at North 8th Street and Garden Avenue north) would be 23.7, which appears high enough to cause a tailwater effect, but not high enough to cause flooding on the site. Figure 2 shows the water surface elevation over time at the point of discharge. Water levels along the existing Garden Avenue North storm drain are predicted to be lowered by the addition of a parallel, 72-inch storm drain. Figure 3 compares existing water levels to those predicted for the final solution for the existing storm drain. In the 72-inch storm drain, water levels are predicted to range from elevations of approxi- mately 21 at pond 3, up to 23.64 in the first manhole at North 8th Street. The total flow through the lower ponds (in the vicinity of Gene Coulon Memorial Park) would be increased by approximately 25 percent by directing the 72-inch storm drain to pond 3 (north of the BNR tracks). Figure 4 compares the flow out of the lower ponds for the existing and final solution condition. Conclusions/Recommendations The proposed final solution would improve drainage on the valley floor and permit grav- ity drainage from the PACCAR site. Direct discharge of the 72-inch storm drain into pond 3, immediately north of the BNR tracks, would improve conveyance through the lower ponds by as much as 25 percent. 91029-60 Garden Ave.Drainage Study Add.M3(12 18-91) 6 Figure 1 MAXIMUM PREDICTED WATER LEVELS ALONG EXISTING GARDEN AVENUE STORM DRAM 38 37 35 i 34 33 Z 32 31 O 30 2G GROUND SURFACE 27 26 25 24 23 22 21 1001 1101 1102 1103 1104 1105 1106 1107 1106 1109 1000 1201 1202 1203 YODELED PIPE JUNCTION (MANHOLES) + EXISTING CONDITION O RdTEM COHDrTIOH Figure 2 WATER LEVELS AT N.8TH ST. AND GARDEN A. 25—YEAR DESIGN STORM 27 26 25 W 24 i 1 4�+ 3 22 21 20 O.DO 2.00 4.00 6.00 &00 10.00 12.00 14.00 16.00 16.00 20.00 22.00 24.00 TIME (HOURS) 13 EXISTING CONDI110NS + FINAL. SOLUTION Figure 3 MAXIMUM PREDICTED WATER LEVELS ALONG EXISi1NG GARDEN AVENUE STORM MMW 37 36 36 34 33 32 31 ... 30 Z O 20 d GROUND SURFACE 27 26 26 24 23 22 21 20 --��- 1001 1101 1102 1103 1104 1108 1106 1107 1108 1106 1000 1201 1202 1203 MODELED PIPE JUNCTION (MANHOLES) + EXISTING CONDMON O W/ 72-IN GARD£N AVE Figure 4 FLOW AT GENE COULON MEMORIAL PARK 320 (PREDICTED FOR 25-YEAR DESIGN STORED 300 280 -{ 260 240 220 FINAL SOL.UnON 200 .�'. 180 u 160 140 120 EXISMNG C ONDMON 100 80 80 40 20 0 0 2.00 4.00 6.00 8.00 10.00 12.00 14.00 18.00 18.00 20.00 22.00 24.00 TIME (HOURS) 8 Summary of flooding under modeled conditions: Garden Avenue Analyses December 18, 1991 {i(((W( Estimated F16od Volumes (1) >>>»>>>> > Existing Interim Final Location. Conditions Conditions Conditions On PACCAR Site 17.10 (i) 15.69 2.10 (2) Off-site: At N. 8th St. and Houser 6.83 )0.59 , 5.76 Along BNR tracks (south of N. 8th St) 4.97 5.01 4.85 Along northern boundry of site (N. 8th St.) 0.04 n 0.00 0.00 Along western boundary of site (Garden) 9.95 1. 0.62 0.66`- Along Cedar River outfall (west of site) 4.67 1.00 0.92 Along Garden (between N. 8th St. and Lake NA) 0.00 0.00 0.00 --------- --------- --------- 40.54 21.07 11.33 --------------------------------------------------------------------------------------------------- Notes: (1) Maximum flood storage volumes occur at different times at the various locations shown. Precise location and areal extent of flooding approximate due to lack of accurate surface topographic data. (2) Some numerical instability indicated in model output. Estimated volume based upon moving average. (3) Represents detention pond on northern half of site. Maximum storage at 3.68 ft depth. PA R Business Center Building P.O. Box 1518 Bellevue. Washington 98009 Telephone (206) 455-7400 December 17, 1991 Mr.Greg Zimmerman Utility Plan Supervisor Public Works Department City of Renton 200 Mill Ave. South Renton,WA 98055 Subject: PACCAR Renton NPL Site Approval Request,Drawing Change-North-South Bypass Dear Mr.Zimmerman; This letter solicits your concurrence and approval of an alignment change of the N/S Bypass Storm Drain line between stations 13+36.00 and 1+36.00. We are experiencing unsuitable soil conditions during excavation which in an open area would not pose a problem but are difficult to handle here because of the closeness of the Houser Way North curb,pavement and water main. I am attaching SSOE Drawing#915006-SDI Sheets 3 and 4. It can be noted that the pipeline with its manholes is located in close vicinity of Houser Way North. To avoid soil from breaking away from under the pavement exposing the 12"water main we would like to ask for your permission and move the line with manholes 10 feet straight to the West. The grade will remain as is. The change would be recorded on the as-built drawings. Please indicate your approval below. Thank-you. Should there be further questions,please call me at 251-7514. Very Truly; aus Hackenbe er Remediation Engineer lzr1Av�r� Greg A. err%k6 Concurs with the above cc: R.K.Butler R.Nelson,City of Renton M.Weatherbee,City of Renton S.Wittman-Todd,SSOE P.Nichols,Wilder Construction 1 r -------------------3 ------- --- - r f�� R(Dr([ar•6 N•SO.0 i� s� J ib x= ��' !•�K[ 1 i RO'0.W dw1lRw FrD. 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MASH I NGTON SIT- -�'1'i -- jt` rpr'(ii.YrOM allx/�OIx{r%Oiwr - - _ -''''= - ->:/ •:.T.:.�, HOUSER STOR'1 ! .�f wu 4if G t SERER BYPASS `�='•_ t _i "'�4 � ;:_ 1 I �` (• RAN L PRCFIEE (°QIYS 1 id.:N YW4 M• -.»[w ..r•.u•-_ POt'D E n INL-' S°IU eAY SECT SECTION 0 SPILLWAY L r s efsooG 3 V. ^-A % CITY OF RENTON gR Planning/Building/Public Works Department Earl Clymer, Mayor Lynn Guttmann,Administrator December 4, 1991 Mr. Roger Lohmolder PACCAR, Inc. Business Center Building 777 106th Avenue N.E. Bellevue, WA 98004 SUBJECT: Storm Water Interceptor Crossing at North 8th Street and Garden Avenue North Dear Mr. Lohmolder: Subsequent to our previous review of the proposal, SSOE has sent us hydraulic information supporting the position that the proposed 48-inch diameter ductile iron pipe with an 8" thick paved concrete invert will in fact provide sufficient flow capacity to convey the 100-year storm event without any of the upstream manholes overtopping. (The submitted hydraulic information assumes that all downstream restrictions have been removed, and project build out has been achieved - conservative assumptions that allow line capacity to be verified under highest flow conditions.) In addition, a site visit performed by the City confirmed that existing manholes 36+29.00 has a base slab elevation of +17.5, which will physically accommodate lowering the 48-inch line the proposed 8". Therefore, we conditionally approve installation of the 48-inch storm water line as proposed, with invert elevation 19.2 and the invert paved to a depth of fl- inches (see attached sketches). Please comply with the following conditions. 1. Bed the sanitary sewer with concrete where it passes over the proposed 48-inch pipeline. 2. The gas line must be relocated before or concurrently with the proposed construction. 3. Contractor shall comply with the provisions of the traffic control plan. 4. Contractor must use extreme care in excavating beneath the existing sewer line. If this line is damaged, repairs should be performed immediately. It would be prudent to have repair 200 Mill Avenue South - Renton, Washington 98055 Roger Lohmolder December 4, 1991 Page 2 materials and a pump for providing temporary bypass on hand in advance in case they are needed. 5. The street must be placed back in service expeditiously. Sincerely, Gregg Zimmerman, P.E. Plan Review Supervisor w/enc. cc: Ron Nelson Randall Parsons Steve Pinkham Mark Wetherbee GA2/tp126 Title OU S'r—g 5T2 /gA4 Sheet Na ) of 2 By Ctsk. I I Job No. SSOE. Inc. M5 11M Avenue, N_E..f Suite 101 • Bellevue, Washington 98004 • Fax 206-W-8412 • 208482-2950 P. 2 58' x 36' RCP ARCH PIPE ORfit 48` DI -Y-- , -------T---- -----------------f--------:;�:•;--=\_..�... ___-•' X:_� --.. ... . ...... _ ^-{ 55 'yam :j: :� �«---;� .�. ..�..:3:�-:•:: z����._r... — _ � -� __ ---- -f___• •_j. •jam r '• _�L++--�••••�t ;'r'---+ -LLB_ -_r.• �- _ _ ---- - AT *T`G 48 RCP 25 ----------------- .� ate._ .--.L__.�._--i_•-y a .�- .�. L.- �:r• — � �. �. � _ •�•__�•_--•__-_'•_�� ram•=L�-f--.a ,_ Z... � -�-• -r-:=-=- i • r .ti= - ��•:a:--- - -_ --- •�`mil •�;'l_ -� � -�_-_ --- •Y�_•-_ T s- ...-• Y-....• - ___�- -•-•t� �_ -_ �� _•/ • _f .......... � � • W1TT,y `• 15 �' Q;•...••... 9 'AP • O _ Z+ + Z (V CL rp :a 2a543�O r �• t • ��� � °- �l �� 9 -���``�`.-•• `cam' Q1T��U STET' •• _ 11i13%91 09:00 F.AA 206 827 8412 SSOE INC. Title ^Hp U �j�,�Jvj Sheet No. 2.oi ri By +"-' /o I I / Chk ! I .Sob No. •C-. �7/5ODC� SSOE, Ina 3015 1123h Avenue, N.E., Suite 101 • Bellevue, Washington 98O 4 • Fax 206.827-8412 206-827-2950 46' DI STC4M E F V. 2010 PAS/E D CCMCeL-T lf1Vr 12T. STEEL Taaw p-�- F-t&V 15y. i=C = 30cc� FS I .a P EQ. PC..Qh,)S Q 'NITT,yj9 �. 9 • Q tip • s 23549 0 = i • G, +•�Fss/OVAL E�� WORK ORDER NO. ECF NO. GREEN NO. CITY OF RENTON-DEVELOPMENT SERVICES t PLAN REVIEW ROUTING SLIP • DATE APPLICANT• JOB ADDRESS• /�� Al ef NATURE OF WORK: TO: Comments Due Comments Due FIRE PREVENTION BUREAU BUILDING CODE REVIEW WATER SYSTEMS ENERGY CODE SEWER SYSTEMS STRUCTURAL STORM DRAIN SYSTEMS PLANNING DIVISION PROPERTY MANAGEMENT MECHANICAL TRANSPORTATION DIVISION OTHERS REVIEWING DEPARTMENT/DIVISION e�,4J) � 1 1 APPROVED 1 APPROVED WITH CONDITIONS fc=l NOT APPROVED 5 r oi4v44 4T Thy/5 I�ocleY Fob (,�M/r-y /VaT -rb l�F-� �;' '?YID l���v,Ii�c� 0r FavNJ/fT/�,'V -QN�Y 70 r� AT- (17A) w/�� /rrD /� �� ��q «T� ANv 41-6 Tll clwn wv'�g�G�IT F /"4l?7- oC T/A, Al;,WORT /,vh� Tryis F� 3 l c, iq-r i y /3Ox 'r,ham/;+ vy,;MA fx--f of l3ioya��z� (4 A L 5 ('aN/Ya FIN14 5� /iyG N� vr.��-/oar p,�- y✓oiy� /y 19 IN Oc)A Fea1YPl-7ee,'-o ► -- 1w 5, fyo-t�-v /-/oFle-M" -T/OIN 5�,4te w/1-1 &r h ,,lZ-eFjt /F Gac wN�n� ,�► of V o Nb oiyc Y 1° jy5, DATE `�� signa'Cu er of D'zector or uthorized Representative /4:pinr CDVb1d022(9/10/91) ; . %n CITY OF RENTON Planning/Building/Public Works Department Earl Clymer, Mayor 5" Lynn Guttmann,Administrator October 22, 1991 [�N Mr. Claus Hackenberger O C T 22 1991 Remediation Engineer PACCAR, Inc. 1400 N. 4th Street CITY OF RENTON Renton, WA 98055 Engineering Dept. SUBJECT: PACCAR Interceptor Project, P-7811, Addition of Flow Restrictor to East- West Interceptor Manhole, STA 21+84.85 Dear Mr. Hackenberger: We have reviewed and approved modified drawings SD7 and SD8 associated with the referenced project. The approved change involves installation of a flow restrictor in the manhole at STA 21+84.85 in the East/West Interceptor. Our approval of this change allows us to modify condition No. 1 written into construction permit P-7811 (attached). This condition shall be changed to read: "No work allowed in City Right-of-Way at Houser Way North and North 4th Street until: 1) Detention Pond Design approved by City and approved pond has been installed." This change in effect lifts the restriction on work within the 8th Ave. N. right-of-way, and allows you to perform the north end connection into the City storm water line. Please be aware that condition No. 1 still will not permit the south end connection until the referenced conditions are met. Please note the attached Traffic Control Plan. Any damage to the signal loop detector wires must be repaired by the contractor within 20 working days of the damage. We request that your contractor be required to incorporate the modified drawings SD7 and SD8 into their working drawings. We also request that this change be incorporated into the project as-built drawings. Please call me at 277-6178 if you have any questions. Sincerely, n3 Gregg Zimmerman, P.E. Plan Review Supervisor cc: Bill Stalzer Randall Parsons Ron Nelson Mark Wetherbee Dee Beedle Bob Butler PACCAR, Inc. P.O.Box 1918 Bellevue, WA 98009 200 Mill Avenue South - Renton, Washington 98055 c ENGIr cttilv�, Al NovSEA why N, /7TV�F REN ON WASHINOTON G 1 Io- ZZ—hI ST• PERMIT /t . APPLICATION ONLY - UNTIL VALIDATED NUMBER. — rl L 5 T- �v x 51' 1��r E��F wner k I Location of Work l r r1r r, 3dress y 25 7 � ' i� -' ! you EN N 9- y o t\I AC7- : C S �9Ch"F F ti1 N / /4- INSPECTIONS 2_ 5 FEES co N 0 1 Tlb s CONSTRUCTION Sanitary Sewer/Storm Water Permits (on h (b L Loc,t-, I h( Right-of-Way Construction F, n 17` )Gff?'G�-lU llN�`/L ; PERMIT Right-of-Way Inspection Fees d STox,�f IhvEcr 2$7. Sd ATE 6 F (Public Right-of-Way) Water Inspection/Approval Fee n Special Utility Connection Fee, Water Ap,p OV p /3 C/T �9 N 9,4 Water Latecomer Fee 02 - 3 - Special Assessment District, Water - Date Issued' 5 Sewer Inspection/Approval Fees C) r�S 7- Sewer-Q Special Utility Connection Fee, Sewer 0 Expiration Date Sewer Latecomer Fee ('� Special Assessment District, Sewer n • ��� G a Special Deposit, Private Latecomer d ^ference Data a F P Special Deposit, Cash Bond 0 cb TOTAL FEE ascription of Work / Yf id Number of Feet 6r r. mTF oc For6 K ✓z 60 ���� r✓�'L�IN� V,AC4?FD >ytx,5F� otq AACC,48 517_ Business )ntractor 2 00 fL UC COLicense idress 4 Bond Telephone IT IS UNDERSTOOD THAT THE CITY OF RENTON SHALL BE HELD HARMLESS OF ANY AND ALL LIABILITY, DAMAGE OR INJURY ARISING FROM THE PERFORMANCE OF SAID WORK. ANY WORK PERFORMED WITHIN THE RIGHT-OF-WAY OR ON SEWER MAIN MUST BE DONE BY A LICENSED, BONDED CONTRACTOR. LOCATE UTILITIES BEFORE EXCAVATING. I 235-2631 FOR INSPECTION. 8 22 1 L between 8 AM and 9 AM for APPLICANT r647 �( lction in afternoon; call ._:e 12 Noon the day before inspection in morning. PUBLIC WORKS DIRECTOR I =IFY TIME FOR INSPECTION. CALL BEFORE YOU DIG BY 235-2620 for street signs 48-HOUR LOCATORS lighting. (( CITY OF RENTON --- TRAFFIC ENCINEERINC DIVISION TRAFFIC CONTROL PLAN CONSTRUCTION COMP,A.,N Y t.t i APPL. DATE: -Q) ADDRESS: 4O` A loNN ! 00 L,!1 PHONE 22-F3 CONSTRUCTION SUPERINTENDENT: V�V-2t f l CONSTRUCTION LOCATION: TA-1 A A/SP. O i APPROVED BY: �i <� ��� G�=% WORK TIME: /A/ /1730 APPROVAL DATE: WORK DATE: ?N.PGC NOTE: CALL 911. FIRE do POLICE BEFORE ANY CLOSURE COMMENTS: _ CITY OF RE NTON Philip J. Chase Traffic Signal/Lighting Engineer PUBLIC WORKS DEPARTMENT (206)235-2620 SKETCR Municipal Building 2 200 Mill Avenue South OAG CONST, ,y Renton,Washington 98055 nHEhQ Q GNU CoNST, FAX#(206)235-2513 Oo MAID CLOSES �� apt AmC 2 �r-•a��'%G S-fin"� Co�alu ire- VOAo Co06T, AtiEovo PROPOSF O 36 s�unM '�� SeW�R jrrtEcEP'T � GAR 0> N AV f , N. 0 A BAQAtC.A0E0 Cg1JST, n� dafyl d /r F��45NER5 S,J��G r p �O �r i t f�r d OC\NAG h M aS �6 -f- b a, ACCESS dal J / ✓ L�1 f�E/I �LG�u a-! �xCQ(/'2TiB�'► I � coP y �o END CONaT. RpA� �Los�a nNfAp 1r/a1Spa'C-�i,ur� Rtrtt-_��ISo✓ll-- L-r. s4,d a rcL Rollo c0t4zT 1'-;re GQrH 16710+4 i hyr. �',•, r �a rSo n: TO Trtir ns�o, f r ,�-..PACCAR INC. NouscR wAY N, OR M111-D ,'P_ C0AjS7. R CITY OF RENTON mom "'� Planning/Building/Public Works Department Earl Clymer, Mayor Lynn Guttmann,Administrator October 31, 1991 Mr. Roger Lohmolder PACCAR, Inc. Business Center Bldg. 777 106th Avenue NE Bellevue, WA 98004 SUBJECT: Storm Water Interceptor Crossing at North 8th Street and Garden Avenue North Dear Mr. Lohmolder: We have reviewed the attached letter concerning the utility conflicts you have found in attempting to connect the 48- inch interceptor into the existing storm water interceptor located at North 8th Street and Garden Ave. N. We do not accept the methodology proposed since paving the pipe with concrete will reduce the cross sectional area and therefore the ultimate flow capacity of the line. We recommend that you use a low headroom type of pipe such as arch pipe, horizontal elliptical (squash) pipe, or rectangular pipe, to clear the interferences without altering the design invert elevation. We have investigated the use of corrugated steel arch pipe for this purpose; however, due to the increased friction factor, our calculations indicate that you would have to upsize to a 60- inch arch pipe (span = 7211 , rise = 4411) to obtain an equal flow capacity to the proposed 48-inch pipe. This selection will not work for the interferences you have identified. If you select RCP pipe, the n-factor is equivalent to the n- factor of the proposed DI pipe. In the 48-inch pipe size range, the hydraulic radius of arch pipe is . 907 feet, as opposed to 1. 0 foot for 48-inch circular pipe (this is for pipe with span = 5011, rise = 3611) . Because of this lower hydraulic radius, and the smaller cross-sectional area of the 48-inch arch pipe, it would appear that you would need to upsize to a 54-inch arch pipe (span = 6511, rise = 4011) in order to maintain design capacity. This would still conflict with the high pressure gas line, and present a conflict of approximately 2-inches with the 24-inch sewer line. Therefore, concrete arch pipe also may not be the option of choice. 200 Mill Avenue South - Renton, Washington 98055 Roger Lohmolder October 31, 1991 Page 2 This process of elimination leaves open the options of using horizontal elliptical (squash) pipe, or a rectangular box culvert in order to maintain design capacity flow, and achieve the desired headroom. We have not examined these two options, and leave it up to your design engineer to do SO. When you resubmit, please address the following issues: 1. Submit Manning's equation calculations to verify proposed pipe will provide the design flow capacity provided by the 48-inch circular pipe. 2 . Address structural reinforcement issues to assure the selected conduit will withstand design loads. 3 . Provide 6-inch vertical separation between the proposed conduit and the existing 24-inch sanitary sewer line. Sincerely, r Gregg Zimmerman, P.E. cc: Randall Parsons, P.E. Ron Nelson Mark Wetherbee Enc. GAZ/tpJ09 301AlSq ld wf,, - PACNOC'"'M inc L66L 6 Z 13o Business Center Building P.O. Box 1518 CaAGOE!b Bellevue, Washington 98009 NOINEU�OA1,_ Telephone (206) 455-7400 October 29, 1991 CITY OF ReITCN RF�Ev Mr.Gregg A.Zimmerman Utility Plan Review Supervisor OCT 2 9 1991 City of Renton 200 Mill Ave. South 0EVE.QF MEiJT SERYlCES Renton,WA 98055 DIVISION Subject: PACCAR Renton NPL Site Utility Interference at North 8th Street and Garden Avenue North Dear Mr.Zimmerman; During the excavation for the 48" cast iron pipe at the above location,we found that an East-West running 24" sewer line interfered with the cast iron pipe. SSOE came up with a solution that we feel is feasible and expeditious. According to the attached sketches,the CIP would be laid 8"below the proposed invert and then filled with concrete back to the present invert. Another interference became evident regarding the East-West running 6"natural gas line. I will approach WNG to reroute this line. We kindly solicit your approval for the repair of the sewer/stormdrain interference. Should there be further questions,please call me at 251-7514. Very Truly; Claus Hackenberger Remediation Engineer cc: R.Nelson R K.Butler,P.E. G.Knechtel M.Weatherbee P.Nichols Attachments C)Eo �'L•J' 1 l..2 a.{.� •.(.ti Y - e •. ! i � ! .. _ _ .'. ... � ./.I. y . r T • 1 I 1.3'ayGl hi Mrs }�� qL \ L: 7 t�.'i3 •.: I I � j � i , I-. '1'._1- - _I.. t , rL� �. l p I -- - Ca UT I• I L77 1 4 1 I ' i x� 0 -4 O E ST/AM:, /LG�O� - -�-- �� -- ��. dog - � - �- _' - - _ - - - � - I '� - — - - •- 4. � � �._. I , 1 j i I a zk._=n'y.�- _ul': •.c��"C:.`.�• ��1l '�r .' ".'fry tC r�^ �.'-� F .fir T•-.�' Yht i� 0/29/91 11:13 FAX 206 82T 8412 SSOE INC. �La 11M002 _ ys•.^.'l.'--'.�•C-::i.�.. - �:�.%h,«...�:'a••:t' ..:sa ti.t .-. �: - �1 • ^ 4,+-...y:•yV�J71t�fr`/'!r°'_ ..r,. --iJ t. � .•t` _ :":::"i `�.�.�''� ,' _ ^' ".'�l', 1:iR T'`il.' "•'.. "a�r�2=ti �� 5\!r"f�y."v+J',J4 _ 'o`�' t .•. .::h F..r. �' �ltaw t =..... �•, 'st .ic ' ..^'- w}�-"T ���u� b p�U`.? "��•"�. I•.+-� - .a.; a /j� rt 'o "~�'�•sue-i.�is: �` �?"��'" ' � .. •+F T!'� _ Chk.. I ! Job Na° fSODia= ;_ • rat•_ '• _ .8y':_'�+•`-fD �/ -�''•-�-e .*;.r: ..' �._ a :.=:�_ _.--,��.�.' w• 9H004 • F=206ZU-8412-• 206-82�-�950 A.,,..,•W t\,,ItB 101 BWWvae,Washfngtm ` .11a.,{••-� - p�y�--'ln�•i♦ •}�7V►.Z•lrCYt I•VenuW N-Z Su • - ,� 58* x 368 RCP ARCH PIPE .4: .C.'P 5 2 OR 46` OI a ` �_ram^»-r w��._M._•_rY w_�w�� ���•_ ••---- ♦ . �•--._...r+___• i 40 -, •••Y--••\•.•-- ..►T�-\_w_'rTw w•f-- -r•+w r_�_T __♦__� _�� 1 3- �_r•..y f-.-.i-r_�� - �' liFH ----_ 30 ---- �: :..._ -_r ------- _ �''•-•^.--�» -•'�- �^•- --ram• - - _ --�- -C-- i��� -�--- :�.-L •.�"�_�� 25 20 qb ..•tom.---.--- -_.•�:_ -..r�..» -==' :�::._._ -•---�---�-• _ �:,_�•�_:t:: �AV�D - ---'-==�'=-"�Lam•-��r.:w »��♦�S _-:_:::K�`�:~:. =t == - ---__3:---:-:-��_�=�--�--� J N ram.- ♦♦ _ i--_:�wr�w.�r.�-�-.•__-►---./._-- ;r� -=�\_ `•r wH__ -•» -.+� _•nw__.M—_.••__--------•----_---��- - - �• .— -�___�_•i.� ---..\•__•1--_ � •• :«_t_�.�-_•�•__-.••-. .•.tY- • ^_- -..J__--'-__ a fir+ � _ Y-•-.._mow Y •—•�.• I--•���—_•• •-� -- __• •- -- (�� _ L _ 35 JS,I O • ' 40 to +.�Ssr3nat�''� ^a-u'Nri o. 'i�u,•;r y. 10/29/91 11:14 FAX 206 827 8412 SSOE INC. �s u Title p�j STD 'Jvl Sheaf Na of BY �LtT /D/2919/ - ! 1 .fob Na SS�I=, Inc— 30i5 ii2th Avenue. Pl-F.Suito i0� Bellevue.Washington 98004 Fax 208-827-8412-• 206-8a 2950. °— } i I i — I - � i , t141tt F t2T. STSEL 3oc4> PSI . . a jj TIF— i �FlD PI.PS `� `a PsP- PLAK1S i. = �tlTT4t% a�a�ESSlOHAti ��� 1OOK MATERIALS AND MANUFACTURE 2-19 essary when the concrete the water in the concrete provided temperatures are conditions to maintain the s most commonly used to by maintaining a constant, heat or by the heat gener 171 - �' 4 e is usually provided in the -t � Horizontal Elliptical, •F Circular ; AGE r )e is moved to the storage d in groups of four or six, a y of the equipment. Before r o a final visual inspection to irs are needed they are usu- cating strength class,manu- Z cation to conform to ASTM Arch j 1 dard shapes: circular, hori- rectangular, Figure 2.4. : ianufactured. The sizes pro- r ; ies for standard production.' usually not a problem of the '". Wit` transportation from the plant ., �. ° ' ' ' - ° a round cross section,from Vertical Elliptical Y,,, ,7,, „,V x ',Rectangular draulic characteristics. _ applications. Horizontal eWp- ;ause the pipe can be placed >: use of a standard round sec- Figure 2.4. Concrete Pipe is Manufactured in Five - - -- ---- ---- vertical eWptical pipe can be Common Shapes. Regional Custom and ;en horizontal and vertical el- = Demand Usually Determine Availability. of the reinforcement to resist some regions,most common- ECIALS c)ypipe manufacturers and re- Pals are those precast concrete products other than standard pipe sec-' et PPe box section was developed tons,that are used in the constructiorr6f a sewer system or culvert. Con- ve to cast-in-place structures. , that manufacturers can fabricate almost any size and shape of special nt control of quality. Precast uct needed. The use of special sections permits a contractor to com- luickly installed,thus reducing a Pipeline more rapidly than if built-in-place structures are used.The y . Quality of precast concrete products is aiso advantageous. Y.- 170 4.HYDRAULICS DItAULICS OF CULVEI FULL Table 4-12A Full-Flo, C, 90 r; ! 80 Dimensions Ft-In. o - a o r is Pie O`Sc- Span Rise 70 6' 1'- 4' T v F 6' 4' 4' 9' a 60 boa` _ 7' 0' S' 1' to° 7' 8' o - a <, T ill 5' 7' 40 i"r r 8' 2" 5' 9' 81 7, 5'11' a 8'10' 6' 1' 30 9' 4' 6' 3' ' 20 , 91 9' 61 7. ,. 10' 3' 6' 9' 10 10' 8' 6'11' . 10,11' T 1' ill 5' 7' 3' 0 11' 7' 7' 5" .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 1.1 1.2 11110" 7' 7' Proportional Values Based on Full Conditions _ 12' 4' 7' 9" Fig-4.26.Hydraulic properties of corrugated steel and structural plate pipe-arches. a 12' 6' 7'11' - 12'1V 8' 4' Table 4-12 Full-Flow Data for Corrugated Steel Pipe-Arches 13' 5' 8' 5' f Corrugations 2%x 1/2 in. i. 13'11' 8' 7' 14' 1' 8' 9" Dimensions in Inches I 14' 3' 8'11' Hydraulic 14'10" 9' 1' ' Pipe-Arch Waterway Radius 15' 4" 9' 3' Pipe Area A/irD 15' 6' 9' 5' Diam. Span Rise in Sq Ft in Feet 15' 8' 9' 7' 15 18 it 1.1 0.280 15'10' 91101 18 22 13 1.6 0.340 16' 5' 9111, 21 25 16 2.2 0.400 16' 7' 10' 1' 24 29 18 2.8 0.446 30 36 22 4.4 0.560 36 43 27 6.4 0.679 *42 50 31 8.7 0.791 OTHER HYDRAULIC *48 58 36 11.4 0.907 *54 65 40 14.3 1.012 Hydraulic capacity of a culvc *60 72 44 17.6 1.120 *66 79 49 21.3 1.233 mg• In order of consideratic *72 85 54 25.3 1.342 1. Flow conditions throu 2. Shape of culvert Corrugations 3 x 1 in. 3. Single vs.multiple ope 66 73 55 22 1.273 4. Slope of culvert 72 81 59 26 1.379 5. Length of culvert 78 87 63 31 1.518 6. Roughness of culvert 84 95 67 35 1.592 90 103 71 40 1.698 1.Flow Conditions Through * 1 For culverts on a steep slope These sizes apply to both types of corrugations:22/3x/ and 3 x 1 in. ing on headwater depth9;on OPEN CHANNEL FLOW 5-23 Appendix A: Design Use Values of Manning's n channel material n clean, uncoated cast iron 0.013-0.015 clean, coated cast iron 0.012-0.014 dirty, tuberculated cast iron 0.015-0.035 riveted steel 0.015-0.017 lock-bar and welded 0.012-0.013 galvanized iron 0.015-0.017 brass and glass 0.009-0.013 Y' wood stave small diameter 0.011-0.012 large diameter 0.012-0.013 concrete with rough joints 0.016-0.017 dry mix, rough forms 0.015-0.016 wet mix, steel forms 0.012-0.014 very smooth, finished 0.011-0.012 vitrified sewer 0.013-0.015 �- common-clay drainage tile 0.012-0.014 asbestos 0.011 planed timber 0.011 canvas 0.012 unplaned timber 0.014 r= brick 0.016 rubble masonry 0.017 smooth earth 0.018 firm gravel 0.023 corrugated metal pipe 0.022 r natural channels, good condition 0.025 natural channels with stones and weeds 0.035 very poor natural channels 0.060 t; PROFESSIONAL PUBLICATIONS INC. P.O.Box 199,San Carlos,CA 94070 r r MAXIMUM WATER LEVEL (25-YEAR DESIGN STORM) 38 37 J �✓ t3t�7rt '� ,A 6 A e4 ?t 36 35 ,a.4�u9R �o G c 34 33 32 31 30 O 29 28 27 W 26 25 24 -i 23 22 21 20 19 1001 1101 1102 1103 1104 1105 1106 1107 1108 1109 1000 1201 1202 1203 PIPE JUNCTION (MANHOLES) GROUND + EXISTING o W/ WWM GA12,1o6A-1 -1 -z ` MAXIMUM WATER LEVEL (25-YEAR DESIGN STORM) 38 37 36 J N s►�u,,d PfkCAQ -k ill y 6,-opgr 72 ti 35 G/b65 Cs:11neef,>'L 's- Ga.rclut 34 33 32 i 31 J 30 O 29 28 27 26 25 24 23 22 21 20 19 1001 1101 1102 1103 1104 1105 1106 1107 1108 1109 1000 1201 1202 1203 PIPE JUNCTION (MANHOLES) GROUND + EXISTING O• W/ 8OEM-e, -7 t '" N WSEL AT P-GE1NG PIPE ENTRANCE 21.60 �1 21.40 G1?avvD �Sc�J?F19cE = 30.Vo � /NVERT ELLSVAT/oi! = /$.80 21.20 i 21.00 �I Z 20.80 -i O 1 20.80 -� w 20.40 i W u 20.20 20.00 N W 19.80 Q 3 19.60 -1 19.40 19.00 v 18.80 0 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22-00 24.00 IME (HOURS) FLOW AT PIPE ENTRANCE 32.00 30.00 28.00 f i 28.00 -� 24.00 -� 22.00 J II l 20.00 i 18.00 U 16.00 14.00 12.00 -1 I 10.00 8.00 -� 6.00 I-� 4.00 1 2.00 0.00 0 2.00 4.00 6.00 8.00 10.00 12.00 14.00 18.00 18.00 20.00 22-00 24.00 TIME (HOURS) MAXIMUM WATER LEVEL (25—YEAR DESIGN STORM) 38 37 36 35 GARDeV AVEMU,= 34 33 32 31 IF 30 O 0 29 28 27 w 26 I 25 $Ak Sit 24 - 23 - 22 21 J 20 19 1001 1101 1102 1103 1104 1105 1106 1107 1108 1109 1000 1201 1202 419 1203 PIPE JUNCTION (MANHOLES) GROUND + EXISTING O W/ BYPASS (W Ffo`� wy�►y � j^ MAXIMUM WATER LEVEL (25—YEAR DESIGN STORM) 38 37 36 35 - GARDEN AV6AIUE 34 33 32 31 .. 30 POND 0 29 y 28 I� 27 -� w 26 25 24 23 22 21 20 is 1001 1101 1102 1103 1104 1105 1106 1107 1108 1109 1000 1201 1202 1203 PIPE JUNCTION (MANHOLES) GROUND + EXISTING 0 W/044G R Inc 31 October 1991 TO: Gregg Zimmerman Renton cc : Bill Stalzer Renton Dick Anderson Renton Dick Bangert PACCAR Bob Butler PACCAR Gary Ostle PACCAR FROM: Roger Lohmolder Attached are the revised calculations, per R. Parsons' "preliminary" review comments of 17 October (attached) , for the Houser bypass overflow pond based on the approved Entranco data. Also included is a floppy disc with hydrography/backwater files and three sets of blue lines drawings indicating the overflow pond design details . P.O. Box 1518 Bellevue,Washington 98009 Telephone(206)455-7400 Business Center Building 777-106th Avenue N.E. Bellevue,Washington 98004 Facsimile 206-453-4900 • Ttle Sheet N f By , / I Chk. ! I Job Na. SSOE, Inc. 3015 112th Avenue. N.E.. Suite 101 Bellevue. Washington 98004 • Fax 205-827-8411:2 206-827-2950 �/VV E-c- I',- ,y � / l�f 71-1 .4 /UI AA,OT �� sr�'6Lam- R14 i JA- 'D7I ? " /�eA 77 Vfit:.5 � ) PL s � 557�g Cl AT OF- pl��r..- KENWORTH TRUCK PLANT SSOE JOB NO. 91,51J . RENTON, WASHINGTON OC`TOBE.R 31, 1991 �+,1�'1►�c� KENWORTH TRUCK PLANT �24M„�y RENTON, WASHINGTON U�o�`� PROPOSED STORM DRAINAGE SYSTEM r 7 PREPARED BY SSOE INC. OCTOBER 31, 1991 � fo�v GENERAL: VN Tyw.S � 0 The capacity of the existing storm drain system downstream of the proposed truck plant is ti7"00 currently being studied with the preliminary results included in the draft of the"Garden Avenue Drainage Study" prepared by Entranco Inc. The basic conclusion of the study found that the existing downstream storm drain system is sorely inadequate to handle the estimated storm flows. In fact, the analysis predicted that the system would be overtaxed and potentially cause flooding at less than the peak flow for a 2 year storm. In addition, the water level in the public storm drain system is estimated to be at or close to the ground surface when the storm flow exceeds the system capacity. Clearly, runoff from or conveyed through the truck plant site is severely restricted by the limited capacity of the downstream system. In developing the storm water drainage system for the proposed trick plant a number of on-site and off-site improvements were considered to achieve a workable system. The off-site options considered were improved culverts below Lake Washington Boulevard and the Burlington Northern Railroad, pipeline improvements to the Garden Avenue storm drain and the North 8th Street storm drain, and the construction of a new storm drain to flow from North 8th Street and Houser Way to the pond near the entrance of Gene Coulan Park (pond 1). The overall goals of the improvements are as follows: 1. To minimize the size of the detention pond required to that required by the King County Surface Water Design Manual (KCSWDM) assuming a pumped release at the peak flows for the 2, 10 and 100 year storms for the existing site. The pond will provide water quality improvements as well as storm flow attenuation. 2. To provide enough additional capacity to allow the elimination of the Houser storm sewer bypass overflow pond. 3. To provide enough additional capacity to compensate for filling in the flooding areas in the northwest corner of the site. 4. To provide a constructible and economical storm drainage system. With these goals in mind,a program of specific improvements was developed which is described in detail in this report. i 1 KENWORTH TRUCK PLANT SS0E<JOB NOi 915q )ItENTON WASHINGTON OCTOB�R 3 ; 1991 PROPOSED IMPROVEMENTS: Three off-site improvements are proposed as part of the storm drainage program and are shown on figure 1. Starting at the downstream end of the drain system there are two culvert upgrades. The first is replacing the existing 248"diameter culverts under the Burlington Northern rail line with 3-72" diameter culverts. The next culvert upgrade is to replace the existing 2-48" diameter culverts under Lake Washington Boulevard with 3-72" diameter culverts. The final off-site improvement is to construct a new storm drain line to flow from the intersection of North 8th Street and Houser Way N. to pond just upstream of the Lake Washington Boulevard culvert upgrade (pond 1). The proposed pipeline alignment would follow the east side of Houser Way between Houser and the I405 embankment. The pipeline will cross beneath the Burlington Northern Rail line prior to entering the pond. It is anticipated that the pipe size will range from 48 to 60 inches in diameter. The final sizing of the line will be determined by a more complete (EXTRAN) analysis. At the upstream end, a structure will be constructed that will ensure that the storage capacity of the ditch just west of I-405 and north of N. 8th Street will continue to be utilized. Referring to table 1, the overall capacity of the downstream system will increase from 72 cubic feet per second (CFS) to from 180 to 220 CFS for a 25 year storm. The off-site improvements will significantly improve the storm water conveyance system and will ensure that the truck plant development will not aggravate any existing downstream drainage problems or create significant new drainage problems. However the improvements will not eliminate all flooding conditions. In addition, due to the magnitude of the flows from the east basin, the new storm drain along Houser Way may be surcharged to the ground surface during the 25 year storm. The release of flows from the truck plant will be attenuated using a detention pond. The release rate from the pond will be based upon the 2, 10 and 100 year flow for the existing condition assuming a free outlet. The water will be released from the pond using a pumped system for three reasons. First, a pumped system will minimize the size of the pond and consequently reduce the amount of excavation in a "superfund" site. Next, due to the presence of potentially contaminated groundwater at a high level, a pumped system will reduce the exposure of the storm water system to this water during construction and operation. Finally a pumped system is needed so PACCAR can utilize the new flow capacity because the system, even with the downstream improvements proposed, is expected to operate with the water level close to the ground surface during substantial portions of the design storms. The Houser storm sewer bypass will be modified to eliminate the overflow pond that is currently required. Restriction of the line will be limited to a level that will utilize only the in- line storage capacity of the piped system. The detailed design of the proposed system will be based upon a sophisticated analysis that will take the volume requirements of the storm drainage system into account. As previously agreed upon, the EXTRAN module of the SWMM storm drainage model will be used to predict the performance of the improvements to the storm drainage system as well as estimate the performance of the existing system. t. 2 KENWORTH TRUCK PLANT SSOE JOB NO. 91M RENTON, WASHINGTON OCI'OBER 31, 1991'' ESTIMATED FLOW CAPACITY TABLE TABLE 1 2 YEAR 10 YEAR 100 YEAR (CFS) (CFS) (CFS) Existing Garden 74 72 71 Avenue Capacity Improved System 177 184 181 Capacity w/48" Dia. Houser Pipe Improved System 177 220 218 Capacity w/60" Dia. Houser Pipe rr rye PROPOSED BNRR CULVERT UPGRADE LAKE VMSH I NGTON PROPOSED LAKE WASHINGTON Z BLVD CULVERT GENE COULON PARK UPGRADE 900 a S E A T T L E v GARDEN PROPOSED AVE. N w HOUSER STORM a N H ST DRAIN a > 405 a RENTON W 0 cr I P N (DIN 4TH ST � PROJECZ Q 900 SITE ORT WY WY z a 169 o 90 (167 PROPOSED STORM DRAIN IMPROVEMENT PLAN = SCALE:"• T.S. F I GORE 1 Z CONFERENCE REPORT #21 DATE HELD: October 17, 1991 SUBJECT: PACCAR Renton, Washington Offsite Storm Drainage Improvement SSOE Job No. 915011 LOCATION: City of Renton IN ATTENDANCE: R. Bangert - PACCAR R. Lohinolder - PACCAR R. Anderson - City of Renton R. Parsons - City of Renton R. Nelson - ENTRANCO v T u 191 9 j B. Jenson - ENTRANCO L. Miesbauer - SSOE �� °J I CiT`l OF REN T ON J. Warns - SSOE S. Wittmann-Todd - SSOE Engineering Dept. DISTRIBUTION: All In Attendance R. Butler - PACCAR J. Steele - SSOE M. Burns - SSOE (Nashville) 1. The meeting was held to review potential off-site improvements that will accommodate the proposed PACCAR truck plant in Renton. 2. The prelinunary results of the engineering analyses were presented by ENTRANCO. A written draft of the results was distributed to the attendees. 3. The City of Renton suggested several other off-site alternatives that would provide regional detention basins. 4. The City of Renton stated that any work must not worsen any existing flooding conditions. 5. The City of Renton indicated that a change in the hydraulic grade line of .1 foot or less would indicate an inconsequential change from the existing conditions. 6. The City of Renton stated that an incremental improvement of the downstream conveyance system would be acceptable. However, discharges from the site must not exceed the incremental increase in flow capacity. 7. PACCAR and Renton could potentially make an agreement to construct a cooperative drainage improvement project that will not be completed prior to the truck plant. However, the agreement will hold PACCAR solely responsible for any damages that could occur in the interim period between completion of the truck plant and construction of the cooperative project. SSOE, INC. • 3015 112TH AVENUE N.E. SUITE 101 • BELLEVUE, WASHINGTON 98004 Conference Report #21 PACCAR October 17, 1991 Page 2 8. A pumped system from the site will require a variance. A pumped system will be allowed if there are strong physical constraints that require pumping and a lack of reasonable alternatives. 9. The City of Renton stated that there is no need for additional storm water storage to compensate for filling the flooding area in the northwest corner of the site. The storage will be provided by the increased storage volume of the East West Intercept piping and the Houser Bypass piping and pond. These projects are currently under construction. Submitted: Steve Wittmann-Todd SWT:ed cAwp51\info\paccar\reports\e915011.21 SSOE, INC. • 3015 112TH AVENUE N.E. SUITE 101 • BELLEVUE, WASHINGTON 98004 E O N�pN ENTRANCO F RE ®ept. t'1n0 E ,NNGINEERS • SCIENTISTS • PLANNERS • SURVEYORS '0900 NE 8TH STREET, SUITE 300 (206) 454-5600 LETTER OF � / BELLEVUE, WASHINGTON 98004 FAX:(206) 454-0220 WI TRANSMITTAL ❑ MEMORANDUM in 600 WALL STREET BUILDING (206) 258.6202 2930 WETMORE AVENUE EVERETT, WASHINGTON 98201 / FAX:(206) 252-8277 To: lRardau ?rar`50n5 Date: p�4nn'�n0. y t v';A&!A J Po'b I,C (x-''er JCS C:+��� Re-%fan /►r) p41 Ri, IdiMq Project No: 9/03/ Z,C'O fryi�li 0v ..ye Title: Garde 5�rr<4 �•,alvs;c .Kt�,, c/8(aS Re: Re4ve4g� d4+q "i-itps ❑ ATTACHED ❑ ORIGIjNALS ❑ UNDER SEPARATE COVER ❑ PRINTS ❑ OTHER FOR YOUR: ❑ INFORMATION/USE AS REQUESTED ❑ OTHER OUR ❑ REVIEWED ❑ NOT APPROVED ACTION: ❑ APPROVED ❑ SEE REMARKS ❑ OTHER REQUESTED ❑ APPROVAL ❑ MAKE CORRECTIONS NOTED ACTION: ❑ REVIEW 8 COMMENT ❑ REVISE 8 RESUBMIT ❑ OTHER NO.OF DRAWING COPIES NUMBER 1y♦ DESCRIPTION lske+�� F~�hi•�i�iQ I� Ihq �JwI�'1 '�+�f 41C � /—�b�Fl �Q T`� �IIpS Remarks: —rhe eloseA &!S k C CGS O1,1t � file dCk+0. U �:les uSN� ;n,�_P'V1QIJkI ha tJ�� -nr e-, Si ee+ '56e ..sewe✓, M 8 PIP iSAf orae aQ+4 So, Nuill, CDQS;�� is ttie ,MCCu�hl;�� �re� �rwrJF t 8�� fke Ce�ar IliySer� (?+2Df}VrAl3 ;s }� 1 � i3sa }�k° l� tS� S dC O1 �n�ofr� ati 3t9S1�)p 15 4ke PJpe �rGL•. 71E' h45f es/ y�o:fir.. D Yond1. 'TI dS are re�re5eh�tl� bu C.�,�; !-'��'ha.-$, y.r4 c:vf: C�g' C. A' 2 '5 `"Av ek •I� K 46- 56 A u U �1 h Istr hti l,� glj s By: cc: ,NITS DISTRIBUTION: White to Addressee - Canary to Project File - Pink to Day File A 02(2_89) CONFERENCE REPORT DATE HELD: October 3, 1991 SUBJECT: PACCAR, Inc. Kenworth - Renton Downstream Storm Drainage Study SSOE Job No. 915011-03 LOCATION: City of Renton IN ATTENDANCE: R. Bangert - PACCAR R. Lohmolder - PACCAR G. Ostle - PACCAR _ G. Hogland-Gray - ENTRANCO' , R. Nelson - ENTRANCO R. Anderson - City of Renton R. Parsons - City of Renton „i C 191191 D. Jenning - City of Renton G. Zimmerman - City of Renton JIB, OF R NTON B. Stalzer - City of Renton n,,i.'�,rring Dept. J. Steele - SSOE S. Wittmann-Todd - SSOE DISTRIBUTION: All In Attendance Mike Burns - SSOE John Warns - SSOE The following items were discussed: 1. ENTRANCO presented the results of their downstream study. The study is based upon the existing conditions at the site. The analysis does not include the Houser bypass or the East-West intercept. The study indicates that flooding will occur for the 2, 10, 25 and 100 year storms. Additional study is required to determine the depth and extent of flooding. 2. The flow from the east basin alone overtaxes the existing system at a two year storm. The basin flow is 94 CFS which is greater than the Garden Street pipeline capacity of 90 CFS. 3. The study reduced the area of the basin tributary to the Houser bypass (basin 15) to eliminate the area occupied by I-405. This reduction is based upon WSDOT plans. The design of the temporary Houser bypass pond will use this change for the entering flow. The exiting flow will be limited to the outlet control condition. 4. The City of Renton stated that PACCAR needs to demonstrate that the truck plant development will not worsen flooding conditions. In addition, it was suggested that PACCAR may wish to consider the impact of flooding in the neighboring streets on their operations. 5. Potential options available for dealing with the flooding are increased downstream flow capacity, on-site detention, and regional detention. On-site facilities will need to be sized to comply with the code if downstream restrictions are eliminated. SSOE, INC. • 3015 112TH AVENUE N.E. SUITE 101 • BELLEVUE, WASHINGTON 98004 Conference Report PACCAR, Inc. October 3, 1991 Page 2 6. Due to the high tailwater conditions, pumping may be required for the site storm water. Pumping is acceptable if 24 hour maintenance is available and physical site restrictions require it. However, a variance is required for a pumped system. 7. Storm water will need to be treated prior to being discharged to the public system. 8. The City of Renton will accept a building permit application without a completed storm drainage system. However, the storm drainage system must be approved prior to any construction above the ground level. 9. The City of Renton suggests that a conceptual storm drainage plan be submitted for review prior to a formal submittal. 10. There is a possibility of City of Renton participation in off site drainage system improvements. A permit can be issued if a financial agreement between PACCAR and the City of Renton for a future improvement is reached. 11. The following action items were developed: A. ENTRANCO will perform an EXTRAN analysis of the piped system. B. SSOE will size the temporary Houser bypass overflow pond. C. Concepts for potential off-site solutions to the drainage problems will be developed with order of magnitude costs. D. Concepts for potential on-site solutions to the site drainage problems will be developed with order of magnitude costs. Submitted: Steve Wittmann-Todd SWT:ed Attachments c\wp51\info\paccar\reports\e915011.02r SSOE, INC. • 3015 112TH AVENUE N.E. SUITE 101 • BELLEVUE, WASHINGTON 98004 C4CqRlnc 16 October 1991 TO: Gregg Zimmerman Renton cc : Bill Stalzer Renton Dick Anderson Renton Dick Bangert PACCAR Bob Butler PACCAR Gary Ostle PACCAR i FROM: Roger Lohmolder el Attached, for your review and comments, are three sets of drawings and one copy of the calculations for the Houser bypass overflow pond, based on the approved Entranco data . P.O. Box 1518 Bellevue,Washington 98009 Telephone(206)455-7400 Business Center Building 777-106th Avenue N.E. Bellevue,Washington 98004 Facsimile 206-453-4900 77fTitle Sheet N . By / / Chk. ! / Job No. SSOE, Inc. 3015 112th Avenue, N.E., Suite 101 Bellevue, Washington 98004 Fax 206-827-8412 206-827-2950 �� i i 'I �DUSE :57;eE�T ...Sim /�/` .��► � i MAT�r1O � �j 14 �,�� C e!4tIlE5-;5 UTo po V v /t/� e AT S7-A 3Z ,to7 , 7 � / � A A7 0 5 A�� -'It ;:577)R14-1 .SFECI Y STMPI UPT'IGN: 2 AG -51 S.C. S. TYPE—IA RAIIIPi' LL 01STRIE+UT IDIJ EIJTER. • F7REi2('r'I;AM) . DURt T!Fill c HOUR) . P RECI P i 1 NCHES) r*"*%`,,2 4.3. S. C. S. TYF-E—IA D1MI cIBUTICIN #�Ei �ciFirsr�r 100--Y"Er1k 24—HDU!;: STOf;hl TOVAL rRECIP. tFir�tityt*� ENTER: A ( SkV) . CH (f kn:') . A (I HP Ll�.V) CN t i hIF 4 kV) , .Tr_ FOR gA51 N No. 1 7.90.31 .TS, 1S DATA PRINT-OUT: AFiEt it I:F;1=i) "ERVIOUS IMFERVICUS TC (MINUTES) A CN A CN 38. 0 7. 0 20. 0 �1 . 0 9B. C} 18. 0 . PEAK-O (CFS) T—PEAK(HRS) VOL (CU—FT) 27, 86 7. 13,—:, 161054 ENTER Ld: 7LoEtttl3fi1enameC .axtJ FOR STORAGE OF COMPUTED HYDROGRAPH: A: XNEW100. 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SSOE, Ina + 1001 Madison Avenue Toledo, Ohio 43624 • Fax (419) 235-61M • (419)2SS,IM RI`5ERVOIR ROUTING INFLOW/DUTFLOW ROUTINE • SPECIFY Ed23Eoatt14i1pnameC . ext3 OF ROUTIN9 DATA A;NEWPDRT4_VAT DISPLAY ROUTING DATA (Y or N)? Y ROUTING DATA: STAGE EFT}­ DISCHARGE(CFS) STORAGE(CU-FT) - PE"--AREA (6(9-FT) 21 .50 .00 .0 . 0 22.50 1. 60 412. 0 . 0 24.50 2_78 9996.0 .0 26.50 3. 62 18060. 0 .0 29. 40 4_50 19594.0 .0 30. 00 4. 70 34478.0 .0 32.00 5.24 89940.0 .0 3-3.00 5. 50 121224.0 . O 34.00 5.98 1557_'-67. 0 .0 AVERAGE PERM-RATE: . 0 MINUTES/INCH ENTER Edc11oath3fi1=nameE . ext1 OF COMPUTED- HYDROGRAPHI A: XNEW100_HYD PEAK.-INFLDW (CFS) PEA1:-OUTFLOW (CFS) OUTFLOW-VOL (CU-FT) 27.86 3. 61 461033 INITIAL-STAGE (FT) TIME-OF--PEAK (HnS) PEAK--STAGE-ELEV(FFT) :. UV 1267 33.23 PEAK- STORAGE: 129050 CU-FT 44 i ENTER Cd: 3Ldath3-fi1ename1 _ ext7 FOR STORAGE OF COMPUTED HYDROGRAPHf A:RTl'DI00.QUT FILE ALREADY EXISTI OVERWRITE (Y or N) ? Y SPECIFY: C -- CONTINUE. 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JOB NO. 3 .L S L PROJECT 6almutm Enlu4-- CALCULATIONS F MADE BY DATE lblUql CHECKED BY PATE '674Si —OO,. 3 43 cC�f�S + ions AfeA 3 l ar G s CAI 9 15:51 FAX 2106 454 O22p hN1xA.\t a — A ENTRANCO ENGINEERS• SCIcNrjSTS .PLANNERS . SURVEYOPS 10000 NE 8tn Suee, Suite 300 (206)45-1-5600 Fax NO. (206) 454-0220 1500u4ua,Wasn,Nron 98004 FACSIMILE TRANSMITTC� � � :. Date TO N PLEASE DELIVER THE FOLLOWING PAGES IMMEMATELY-TQ, ULp i NAME nda1 Qr OVA0-0 S t . FIRM/AGENCY t r CITY FAX NUMBER I L �t�S N FROM 1 n PROJECT/PROMO NAME PROJECT/PROMO NO. �1 I os I- &Q REMARKS/ITEMS TRANSMITTED: t,4 te, u HARD COPY ❑ WILL (� WILL NOT BE SENT l � NO. OF PAGES (Including Transmittal Sheet) IF THERE ARE PROBLEMS WITH TRANSMISSION, CALLt20 454-5600 t Place Transmission Sheet in File Box with Copy of Transmitted Material ] lU, U8 111 1.5.5 1--1 ZUU 434 �i • ACap\91024-2G\PAGCAFtDN+G 99-17-97 PrIC 0 1/8 MII.FAt1l : r� LEGEND ■ � NE 12th ST NilBasin Number ■ � \ Basin Boundary ■■■- Backwater Analysis Flow Routes +� P III f Upper Basin Flow Input 90D 1s—s `I 13 Operational curve Flow Segment t� r8--a tl � �]I 18-3 2 12 18_2 y C►RD�'� p z 17-1 18-1 \ I � ■ 0 1 14--4 11 t 4-6 71D ■ • 14-1 I z a 14-3 1 �- 4-2 - Ll f '� Y � I �1 I I z ■ W j GARDF-N,4VENUE--r-,A)NaGE STJDY i Rigure 3 ENTRANCO BACKWATER ANALYSIS FLOW ROUTES 1 A3 0B-Jct-9f Garden Str@et Analyses: Suaifflary of sub-basin characteristics Gross lrapervious Previous PerviauS tc Sub-basin arre5 ac-e5 acres CN '.min} lap, 9 38 30 28 77 29.6 26x 8 '7 "3 14 83 26.3 62r 7 102 57 45 64 67.3 561 6 139 72 67 87 57.4 52% 4 184 101 83 82 10S 55x 116 58 ;p 73 j'5.4 50% 2 60 24 36 69 28.9 40x 19 50 30 20 al 30.5 60x 18.5 4.2 3.72 0.48 88 5.2 89x 18.4 7 6.19 �.81 B6 S BBx 19.3 5.4 4.76 0.62 88 4.9 897 18,2 5 4.42 0.58 88 4.8 88x 3; :. 18.1 4.9 4.33 0.57 8B 4.8 68% 17 123 77 46 83 50.2 63% ?: 16 67 46 41 81 41.2 53% tS �n Jd 31 7 8o 15.2 K2 14.6 6.1 0 6.1 89 78 0% i� +, 14.5 20 7.3 12.7 69 29 rz 14.4 15.1 4.8 10.3 89 60 32x 14.3 15.0 15.6 0 0 11.E 100x 14.2 12.E 12.5 0 0 1i.o 100% 14.1 6.6 6.6 0 0 5.3 100% 13 91 6a 23 88 132 75% i2 61 55 6 88 11.4 1.3 4.79 0.51 86 6.3 901 11.3 1 1.4 0.2 88 9.6 Sox 11.2 12.6 11.42 1.18 B8 13.2 917, lilt 7 6.34 0.66 86 12.2 417. 10 55 ,, ,. 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