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SWP272117(5)
05//26/98 13:05 FAX 206 440 4806 NWR OPERATIONS L0001/003 Washington State Facsimile Transmittal Department of Transportation TIME '>:NO..OF PAGES(including transmittal �1 ( ......._ t ___ ,.__..______..._\/�_...-.___-__......__..___ ❑ .Call �..._....._,W.. for Pickup ❑�Deliverm s r.. ..�. '__""'_"' �FROM .,...P t TO t LOCATION LOCATION VOICE PHONE NO. SCAN VOICE PHONE NO. i SCAN s , t 3 t i a • 1 t•----..._.—.._.........,....-__.».._....�............v,____..(.._______............�___...�._..��._........................W..,... �SCAN NAx SHONE NO. SCAN FAx PHONE NO COMMENTS IrrLl`YL1�[L� Y�_ 1 sue._ F NOTICE: Most fax machines produce copies on thermal paper. The image produced is highly unstable and # will deteriorate significantly in a few years. This record should be copied on a plain paper copier prior to filing as a record DOT 700-05ox Revised 4/92 05/26/98 13:06 FAX 206 440 4806 NVVR OPERATIONS to 002/003 Washington State Department of Transportation Organization and Address State Participating Agreement Work by'Local Agency Section I Location Actual Cost Agreement Number Description of Work State Route Number Control Section Number Region THIS AGREEMENT, made and entered into this day of between the STATE OF WASHINGTON, Department of Transportation, acting by and through the Secretary of Transportation, (hereinafter the"STATE")and the above named organization, (hereinafter the"LOCAL AGENCY")- WHEREAS,the LOCAL AGENCY is planning the construction of a project as shown above, and in connection therewith, the STATE has requested that the LOCAL AGENCY perform certain work as herein described, and WHEREAS, it is deemed to be in the best interest for the STATE to include specific items of work in the LOCAL AGENCY's construction contract proposed for the above-noted project, and . WHEREAS,the STATE is obligated for the cost of work described herein. NOW THEREFORE, by virtue of RCW 47.28.140 and in consideration of the terms, conditions, covenants, and performances contained herein, or attached and incorporated and made a part hereof, IT IS MUTUALLY AGREED AS FOLLOWS: The STATE agrees, upon satisfactory completion of the GENERAL work involved,to deliver a letter of acceptance which shall include The LOCAL AGENCY, as agent acting for and on behalf of a release and waiver of all future claims or demands of any nature the STATE, agrees to perform the above"Description of resulting from the performance of the work under this AGREEMENT. Work". Plans, specifications and cost estimates shall be prepared by the LOCAL AGENCY in accordance with the current State of PAYMENT Washington Standard Specifications for Road, Bridge, and The STATE, in consideration of the faithful performance of the Municipal Construction, and amendments thereto,and adopted work to be done by the LOCAL AGENCY, agrees to reimburse design standards, unless otherwise noted. The LOCAL AGENCY the LOCAL AGENCY for the actual direct and related indirect will incorporate the plans and specifications into the LOCAL cost of the work. AGENCY's project and thereafter advertise the resulting project for bid and, assuming bids are received and a contract is An itemized estimate of cost for work to be performed by the awarded, administer the contract. LOCAL AGENCY at the STATE's expense is marked Exhibit "A", and is attached hereto and by this reference made a part of this AGREEMENT. The LOCAL AGENCY agrees to submit plans and specifications Partial payments shall be made by the STATE, upon request of for the described work as shown on Exhibit"B", attached hereto the LOCAL AGENCY,to cover costs incurred. These payments and by this reference made a part of this AGREEMENT, to the are not to be more frequent than one(1) per month. It is agreed STATE for approval prior to advertising the project. that any such partial payment will not constitute agreement as to the appropriateness of any item and that, at the time of the final audit, all required adjustments will be made and reflected in a The STATE may, if it desires, furnish an inspector on the final payment. project. Any costs for such inspection will be borne solely by the STATE.All contact between said inspector and the LOCAL AGENCY's contractor shall be through the LOCAL AGENCY's representative DOT Form 224-057 EF Revised 1197 05/26/98 13:07 FAX 206 440 4806 NWR OPERATIONS 19003/003 M The LOCAL AGENCY agrees to submit a final bill to the STATE In the event it is determined that any change from the description within forty-five(45) days after the LOCAL AGENCY has of work contained in this AGREEMENT is required, approval must completed the work. be secured from the STATE prior to the beginning of such work. Where the change is substantial, written approval must be III secured DELETION OF WORK In the event the estimate of cost, Exhibit"A", is in excess of Reimbursement for increased work and/or a substantial change in $10,000 and the total actual bid prices for the work covered by this the description of work shall be limited to costs covered by a AGREEMENT exceeds the estimate of cost by more than 15 written modification, change order or extra work order approved by percent,the STATE shall have the option of directing the LOCAL the STATE. AGENCY to delete all or a portion of the work covered by this V AGREEMENT from the LOCAL AGENCY's contract. Except,that this provision shall be null and void if the STATE's portion of the RIGHT OF ENTRY work exceeds 20 percent of the actual total contract bid price. The STATE hereby grants and conveys to the LOCAL AGENCY the right of entry upon all land which the STATE has interest, within or adjacent to the right of way of the highway,for the The STATE shall have five(5)working days from the date of purpose of constructing said improvements. written notification to inform the LOCAL AGENCY to delete the Upon completion of the work outlined herein, all future operation work. Should the STATE exercise its option to delete work,the and maintenance of the STATE's facilities shall be at the sole cost STATE agrees, upon billing by the LOCAL AGENCY, to reimburse of the STATE and without expense to the LOCAL AGENCY. the LOCAL AGENCY for preliminary engineering costs incurred by the LOCAL AGENCY to include the work covered by this AGREEMENT in the LOCAL AGENCY's contract- VI LEGAL RELATIONS IV No liability shall attach to the LOCAL AGENCY or the STATE by reason of entering into this agreement except as expressly EXTRA WORK provided herein. In the event unforeseen conditions require an increase in the cost of 25 percent or more from that agreed to on Exhibit"A",this AGREEMENT will be modified by supplemental AGREEMENT covering said increase. IN WITNESS WHEREOF,the parties hereto have executed this AGREEMENT as of the day and year first above written. LOCAL AGENCY STATE OF WASHINGTON DEPARTMENT OF TRANSPORTATION By By -- --- ----- — --- Title Title Date DOT Form 224-067 EF Revised 1197 CITY OF RENTON PLANNING/BUILDING/PUBLIC WORKS MEMORANDUM DATE: May 28, 1998 TO: Larry Warren, City Attorney r FROM: Ron Straka(277-5548) c SUBJECT: WSDOT State Participating Agreement- SR-167 Culvert Improvement Project Enclosed is the following information for your review: • A draft WSDOT State Participating Agreement for the SR-167 Culvert Improvement project. Please review and approve as to legal form. • A draft resolution authorizing the Mayor and City Clerk the sign the WSDOT State Participating Agreement for the SR 167 Culvert Improvement Project. A copy is also enclosed on computer disk for your use. Please review and prepare the final resolution. Send the final resolution to the City Clerk and a copy to me. • A draft copy of the Council agenda bill for the adoption of the agreement that provides some of the background information regarding the need for the agreement. I am planning to have the agenda bill reviewed by Council at the June 8th meeting. It may or may not go to committee due to time constraints. If you have any questions, please contact me at 277-5548. Thank you. H:DOCS:98-424:Ips CC: Ron Olsen A01k � Washington State �I/ Department of Transportation Memorandum Date: June 23, 1998 From: John Johnson/Jim Wu' - Phone: 440-4552/4558 Subject: SR 167 84`h Ave. S. to S Grady Way Culvert Construction OL-2836 Contract 5450 Addendum No. 1 Review & Comments To: Ron Straka City of Renton Surface Water Utility 1055 S. Grady Way Renton, WA 98055 The attachment is the draft copy of Addendum No.l for your review and comments. The Addendum will be added to the Contract 5450 which is scheduling the Bid Opening on July 15. To meet the Addendum deadline before July 1, your prompt responses will help our project process. If you have any feedback about the Addendum, please faxes it to me at (206) 440-4805 before 10 AM of June 29. I will send out revision copy of the Addendum to you after we update it. If there are any questions, please contact Jim Wu at (206) 440-4558 or project reviewer Joe Haukap at (206) 440-4113. JW:jw project file G` SI 101 DOT 700-008EF Revised 3/93 WSDOT SR-167 84th Ave. S. to S. Grady Way Culvert Construction Contract 5450 Addendum No.I City of Renton Review Comments THE CITY OF RENTON DEPARTMENT OF \ PLANNING/BUILDING/PUBLIC WORKS . - — FOURTH FLOOR 200 MILL AVENUE SOUTH RENTON, WASHINGTON 98055-2189 FAX: 235-2541 To: John Johnson, Jim Wu, Joe Haukap Company: WSDOT Phone: 206-440-4113 Fax: 206-440-4805 From: Ron Straka Company: City of Renton Phone: 425-430-7248 Fax: 425-4305-7241 Date: 06/29/98 Pages including this cover page: 1 Comments: The following are may review comments regarding the SR-167 84th Ave. S to S. Grady Way Culvert Construction Contract 5450 Addendum No. 1. 1. Section 1-03.3 of the addendum requires that within 20 days after execution of the contract, the contractor has to submit a cost breakdown of the lump sum bid item "Fish Ladder". Due to the limited time to get the project constructed within the WDFW fisheries HPA requirements, please reduce the submittal time to 10 days maximum. Other submittal deadlines should also be reduced to ensure that the project can be constructed within the fisheries construction window. 2. The quantity for stream bed gravel is too high. The streambed gravel for the fish ladder is included in the lump sum bid for the fish ladder (see Section 6-05.5 of the Addendum), so the quantity for streambed gravel is only the stream bed gravel needed for the channel restoration. My calculation of the volume of streambed gravel for the channel restoration is 25 C.Y or 40 tons assuming a 1.6 tons per cubic yard conversion factor. The Summary of Quantities show 86 tons of streambed gravel. Please revise the Summary of Quantities bid item 73 - Streambed Gravel to have a quantity of 40 tons. 3. Is the streambed gravel located below the finished grade of the restored channel shown on Sheet 11A? The profile on Sheet I IA should show the location of the stream bed gravel. 4. If you have any questions, please call me. Thanks. CITY OF RENTON PLANNINGBUILDING/PUBLIC WORKS MEMORANDUM DATE: August 12, 1998 TO: City Clerk FROM: Allen Quynn, Surface Water Utility SUBJECT: SR 167 Participating Agreement GCA 1239 Enclosed please find the City's original fully executed participating local agreement for your records. If you have any questions please call me at x7247 Attachment cc: file \\TS_SERVER\SYS2\COMMON\Document2 2-7- 2IF 7 CITY OF RENTON, WASHINGTON RESOLUTION NO. 3 3 3 0 A RESOLUTION OF THE CITY OF RENTON, WASHINGTON, AUTHORIZING THE MAYOR AND CITY CLERK TO ENTER INTO A STATE PARTICIPATING AGREEMENT WITH THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION (WSDOT) FOR THE SR-167 (84TH AVE. SOUTH TO SOUTH GRADY WAY) CULVERT CONSTRUCTION PROJECT AT THE INTERSECTION OF SR-167 AND SW 23RD STREET IF EXTENDED. WHEREAS,the City issued and adopted the East Side Green River Watershed Plan Final Environmental Impact Statement, which comprehensively identifies surface water improvements that are needed within the Renton Green River Valley to solve flooding, water quality and fish habitat problems; and WHEREAS, the East Side Green River Watershed Plan identified the need to improve drainage from the east side of SR-167 to the west side of SR-167 and recommend the replacement of SR-167 culvert crossings with a new culvert crossing at SW 23rd Street (SW 23rd Street Alternative 3-Element 1); and WHEREAS, the City is working cooperatively with WSDOT to implement the recommended alternative and the WSDOT has agreed to fund the installation of a new 72-inch culvert within their right-of-way; and WHEREAS, the WSDOT is proposing to install the new 72-inch culvert within their right-of-way as part of the WSDOT SR-167 (84th Ave. South to South Grady Way) Culvert Construction Project; and WHEREAS, channel improvements between SR-167 and the East Valley Road along with the installation of a fish ladder upstream of the new culvert on the east side of SR-167 are needed to successfully implement the recommended alternative; and RESOLUTION NO. 3330 WHEREAS, the WSDOT has agreed to include the construction of the channel improvements and upstream fish ladder as part of their construction project for the new 72-inch culvert crossing under SR-167 provided that the City pays for the channel and upstream fish ladder improvements; and WHEREAS, a State Participating Agreement between the City and the WSDOT is required when City improvements are included in a WSDOT project; and WHEREAS, pursuant to RCW 39.34, the Interlocal Cooperation Act, the participants are each authorized to enter into an agreement for cooperative actions; NOW THEREFORE, THE CITY COUNCIL OF THE CITY OF RENTON, WASIUNGTON, DO RESOLVE AS FOLLOWS: SECTION I. The above recitals are found to be true and correct in all respects. SECTION U. The Mayor and City Clerk are hereby authorized to enter into a State Participating Agreement with the Washington State Department of Transportation (WSDOT) for the construction and City funding of channel improvements between SR-167 and East Valley Road and a fish ladder on the east side of SR-167 as part of the WSDOT SR-167 - 84th Ave. South to South Grady Way-Culvert Construction Project. PASSED BY THE CITY COUNCIL this 8th day of June , 1998 Marilyn J. et en, City Clerk APPROVED BY THE MAYOR this 8th day of June , 1998 Je Tanner, Mayor 2 RESOLUTION NO. 3 3 3 0 App-toved as to form: Lawrence J. Warren, City Attorney RES.656:6/01/98:as. 3 f4ew 4'ar Washington State Northwest Region Department of Transportation Sid Morrison Secretary of Transportation RECEIVED June 17, 1998 JUN i 8 City of Renton ,'.. CITY C;i PEPJTC?N 200 Mill Ave . South Renton, WA. 98055 '� PUBLIC 4VOHKS ADWN, Attn. : Greg Zimmerman CI i Y OF REPJOi\: Public Works Administrator Engineering Dept Subject : Precon. Conference SR 167 84th Ave . So. To So. Grady Way Stage lA Contract rant 5417 This is to advise you that the Preconstruction Conference for contract --84th Ave . So. To So. Grady Way' ' shall be held at our office on June 30, 1998 at 10 : 00 AM. Our office is located at 21851-84th Avenue South, Kent, WA 98032-1958 . You and other members of your staff are invited to participate at the conference . Should you have any questions, please feel free to contact Bill McKee or Mike Salley of this office at 872-2958 . Sincerely, -26 Ingo o le E . Proje t Engineer e 21851-84th Avenue South Kent, WA 98032-1958 JG � CC : file c10 CITY OF RENTON Planning/Building/Public Works Department J e Tanner,Mayor Gregg Zimmerman P.E.,Administrator May 18, 1998 Mr. Terence Paananen, P.E. Transaid Engineer Washington State Department of Transportation Northwest Region 15700 Dayton Avenue North P.O. Box 330310 Seattle, WA 98133-9710 SUBJECT: SR 167 CULVERT PROJECT Dear Mr. Paananen: I am returning an executed copy of the letter of understanding authorizing the Department of Transportation to work on existing City right-of-way as shown on the attached plans. I previously sent to you an executed letter of understanding allowing the temporary removal and replacement of a portion of the curbing along the east side of East Valley Highway to facilitate vehicle and equipment access into this site. Please note that revisions have been made to the attached traffic control plan. These revisions include: 1) Adding a"Center lane closed ahead" sign. 2) Adding 28-inch high cones. 3) Adding note for night time work hours. If you have not yet acquired one,you will need either a construction permit or a street use permit from the City of Renton for the construction work to be done on city right-of-way, including the curb cut and replacement and any other proposed work. Since the work being done on City right-of-way is minimal, this permit should be quick to obtain and of nominal cost. More information may be obtained at the Public Works Information Counter at the 4th floor of the Municipal Building, or by dialing(425)235-2631. Thanks. Sincerely, _ Gregg Zim a an, Administrator Planning/Building/Public Works Department cc: Marilyn Petersen Karl Hamilton Ronald Straka Tom Boyns (. Document2 200 Mill Avenue South - Renton, Washington 98055 ®This paper contains 50%recycled material,20%post consumer Aft � Washington State Northwest Region WI/ Department of Transportation 15700 Dayton Avenue North Sid Morrison P.O. Box 330310 Seattle,WA 98133-9710 Secretary of Transportation (206)440-4000 May 6, 1998 City of Renton Attn.: Gregg Zimmerman City of Renton Agency Administrator SR 167 200 Mill Ave. S. 84th Ave. S. to S. Grady Way, Culvert Renton, WA 98055-2189 Construction, OL2836 Attention: Sandra Meyer Construction Permit - 167REN04 Dear Mr. Zimmerman: The State is currently preparing plans for the referenced project. This project will construct a culvert under SR 167. This site is located on East Valley Road, at approximately SW 23`d St., to the West of SR 167. See attached vicinity plan, VI for location of the project. The access to the area and staging of equipment is practicably impossible from the State highway, therefore we are requesting permission to use East Valley Road to access the work site. Mobilizing equipment, delivery of materials and other related work will require closure of the northbound lane of the road. See plan sheet TC21. The contract has 180 working days, however the contractor may choose a method of work which could substantially reduce the work days. We estimate the lane closure will not last longer than 45 days. The contract is scheduled for advertisement on June 1, 1998. The State is requesting that this letter represent authority from the City for the State and it's contractor to work on existing City right-of-way as shown on the attached plans. 167REN04.1.LTR.doc SR 167 84th Ave. S. to S. Grady Way May 6, 1998 Page 2 We are transmitting two original copies of this correspondence. Please sign both copies and return one for our files. If you have any questions, call Joslyn Slaughter at 206/440-4725. Sincerely, TERRENCE G. 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"` �'� .w II ."` "` ' i iii riri i/ `I W° Aw .w .w. C Aw / .w Awwil Au. AIL Aw Au. Aida Aw STA L 1120+12.50 STA L 1120+17(58RT) I I �' SETTLEMENT INDICATION I-oT b�'+� o C.I.P. TRAFFIC BARRIER - o- BEGIN REMOVING EXISTING DEVICE & PORE PREASSURE id; l DETECTION DEVICE. i I STA L II2I+44(62RT) STA L 1120+12.50 SE TLEM NT INDICATION BEGIN REMOVING EXISTING DEVICE & PORE PREASSURE C.I.P. TRAFFIC BARRIER DETECTION DEVICE. LEGEND CLEARING & GRUBBING T EXST.DITCH -G— —G— - EXST.GAS NOTES: *FOR THE SPECIFIC LOCATION OF ® STRUCTURAL EXCAVATION —G——o-- EXST.OIL LINE IMPORTANT THE EXISTING 4" CONDUICT SEE SHEET RS1. CLASS B INCL.HAUL _BP— —ep— _ EXST.BURIED POWER NO CONSTRUCTION U M N *FOR THE LOCATION OF THE CONSTRUCTION -8T— —BT—- EXST.BURIED TEL. ALLOWED OVER 0 I L PIPE LINES STAGE AREA SEE SHEET TEC 1. au. ALL WETLAND AREA -oP— —OP— - EXST.OVERHEAD POWER ON EITHER SIDE. *EXISTING UTILITIES SHOWN ARE APPROXIMATE ONLY AND IT D TEL. SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE EXST.OVERHEA . . . . . WETLAND BOUNDARY -OT— —GT—- CORRECT LOCATIONS BEFORE DIGGING. THIS MAY BE DONE BY -w— —r— _ EXST.WATER CALLING 1-800-424-5555 FOR THOSE UTILITIES PARTICIPATING IN RIGHT-OF-WAY AND LIMITED ACCESS EXST.SEWER ONE-CALL AND BY DIRECTED CONTACT OF ALL OTHER AFFECTED -S— —S— - UTILITY COMPANIES. OR OWNERS. ------ EXST.CULVERT _o— —G— _ EXST.DRAINAGE *SEE SPECIAL PROV. FOR ALL LISTING UTILITIES COMPANY AND ------------ EXIST.4'CONDUIT OWNERS. O NEW CULVERT EXIST.JUNTION BOX 0 so 100 SCALE IN FEET "E °M TAT FEO.AI D PROJ.NO. ENVIRONMENTAL AND ENGINEERING SERVICE CENTER SR 167 SP 1 A DESIGNED BY to WASH ,�► 84th Ave S to S Grady Way ENTERED BY � Washington State Culvert Construction SHEET CHECKED BY R. SUAFOA 98W0 CIA Department of Transportation 7 PROJ. ENGR. J. JOHNOF SON � =SITEEPARATION ALTERNATIVE Al 38 REGIONAL ADM. J. OKAMOTO SHEETS GATE DATE REVISION BY I E CHANNELIZING v DEVICE SPACING (FT) v _ MPH Taper Tangent U 50/70 40 80 FIELD FIELD rn 35/45 30 60 vEEct>Y VERIFY cn 25/30 20 40 U �a, IIO AD ENTER CLOSED VANEAD � zr �� _ AHEAD in W20-5C2e>-IKi(.H HICAH COBLNYAcKaMutt WITH RETRO-REFLECTIVE `" Bah1D CTYP.) O ' a TRAFFIC: CONTROL PLAN EAST VALLEY ROAD U d O O n ��1 b O O 0 0 th _______________ �0—0 O Q--O--e o N QQQ QQQ L r 100 Q 1000"+ 1000' ± 1000' ± 300 300' 0 500' MAX M e ip 110AD bw LAME 48 aoaeWORK z. END p AxE ApEr,D WORK AREA SEE SHEET TC20 �AD��; d .2o-f. a.a w onwrE _ k,ux a a..cc •� a.a a on,wcE K.a oa awwc TRAFFIC CONTROL PLAN EAST VALLEY WAY NO7'If---: ALL lJVORK ZONE TRAFFIC CONTROL DEVICES INTENDED TO BE USED DURIIUG THE HOURS OF DARKNESS SHALL BE EITHER REFLECTORIZED OR ILLUMINATED AS REQUIRED IN MANUAL ON UNIFORM TRAFFIC CON-rROL DEVICES (MUTCD). LEGEND a Q Q TRAFFIC SAFETY DRUMS SEQUENTIAL ARROW SIGN (moo TRUCK WITH TRUCK MOUNTED ATTENUATOR ® WORK AREA NOT TO SCALE recta TAT FED.AID PROJ.NO. ENVIRONMENTAL AND ENGINEERING «D. SERVICE CENTER SR 167 T, 10 WASH AdW Washington State 84th Ave S to S Grady Way MAP Department of Transportation Culvert Construotion TRAFFIC CONTROL f Ronald J. Straka From: Gregg A. Zimmerman To: Neil R. Watts Cc: Karl J. Hamilton; Ronald J. Straka; Thomas G. Boyns Subject: RE: WSDOT Letter Agreement Date: Friday, May 15, 1998 3:18PM There will be some curb removal and replacement for truck access, so they technically probably do need at lease a street use permit. But I'll leave this to you. The State intends to start in June I believe; Ron, please let Neil know when they will start, if you are tracking this. Thanks. From: Neil R. Watts To: Gregg A. Zimmerman Subject: RE: WSDOT Letter Agreement Date: Friday, May 15, 1998 2:OOPM Assuming this is alright with Karl as far as traffic control, I see no problem with the proposal. I think your signed agreement will suffice for a permit agreement for this work, since it does not involve new construction within City right-of-way. Therefore no additional permits or fees should be necessary. We would appreciate some notice before construction begins to allow for observation by a City inspector (probably Mark Wetherbee). From: Gregg A. Zimmerman To: Ronald J. Straka; Thomas G. Boyns Cc: Jack Crumley; James C. Hanson; Karl J. Hamilton; Neil R. Watts; Sandra L. Meyer Subject: WSDOT Letter Agreement Date: Friday, May 15, 1998 9:39AM I have received WSDOT's second letter agreement regarding the SR-167 culvert project. I signed the first one allowing them to install a temporary curb cut in SR-167 for the duration of the project so that they can access SR-167 from the East Valley Highway. The second letter agreement requests authorization to close the northbound lane of the East Valley Highway for 45 days to facilitate their construction. Since the East Valley Highway is three lanes here, this can presumably be done without need of detour.However, I have asked Karl to review their traffic control plan, and have also asked Neil to look at this before I return an executed agreement to WSDOT. Obviously I support this project, but want to make sure WSDOT's approach is correct. Also, it is my understanding that WSDOT will need either a construction permit or a street use permit for the work they will be doing on East Valley Highway. My letter agreements will authorize this approach, but will not supercede the requirement to get the proper permit. It is also my understanding that this project already went through environmental review as part of the SR 167 improvement project, and would have been built already had the Army Corps of Engineers not shut this phase down due to lack of a 404 permit. Therefore, no further environmental review should be needed. If you get any inquiries from WSDOT as to where this agreement is, now you have that information. As soon as I hear back from Karl and Neil, I will send out the agreement along with any needed changes. Page 1 06/29/98 12:28 FAX 206 440 4806 NWR OPERATIONS Cgj001 Washington State Department of Transportation Facsimile Transmittal DATE T ; TIMEY NO OF PAGES(Including transmittal) Call for Pickup ❑ Deliver F t F TO � FROM g i }.....K _.._.__....... ..._.... ._...__.._._.__....._.._.T_......__. ..... ` , ....U . Lc_.......... ................ LOCATI LOCATION QC 'i� .............................. VOICE PHONE 0. 3 SCAN VOICE PHONE NO. i SCAN f 1 4............. --------------- 7 FF�AyXX^PHONE NO, } �//�{ SCAN FAX PHONE NO. SCAN COMMENTS Lf NOTICE: Most fax machines produce copies on thermal paper. The image produced is highly unstable and a will deteriorate significantly in a few years. This record should be copied on a plain paper copier prior to filing as a record. ig DOT 700-OSOX Revised 492 0 M TOTAL UNIT STD. ITEM PROJECT ITEM NO. QUANTITY PRICE NO. UNIT ITEMS TOTAL 2 LS DOLLAR FISH LADDER 55,538.90 16 205 18.00 0310 C.Y. ROADWAY EXCAVATION INCL. HAUL 3,690.00 17 134 5.00 0408 TON SELECT BORROW INCL. HAUL 670.00 18 0.05 1,500.00 6419 ACRE WETLAND SEEDING AND FERTILIZING BY HAND 75.00 19 20 30.00 6438 C.Y. COMPOST 600.00 ^' 20 200 4.00 6552 EACH PSIPE SITKA WILLOW, 18" HT., LIVE STAKE 800.00 21 200 4.50 6552 EACH PSIPE RED OSIER DOGWOOD, 18" HT., BARE ROO1 900.00 22 10 5.50 6552 EACH PSIPE WESTERN RED CEDAR, 15" HT., #1 CONT. 55.00 CD 23 19 30.00 6580 C.Y_ BARK OR WOODCHIP MULCH 570.00 CD 24 38 1.50 6572 LB, FERTILIZER-GRANULAR 57.00 �' 25 1 LS 2,400.00 DOLLAR FISH WADS 2,400.00 26 20 155.00 C.Y. RIPRAP 1,100.00 SUBTOTAL $ 66,455.90 SALES TAX @ 8.6% $ 5,715.21 7 z SUBTOTAL $ 72,171.11 0 CONSTRUCTION ENGINEERING @ 18% $ 12,990.80 INDIRECT COST @ 8.09 $ - ** H 0 TOTAL $ 85,161.91 Notes: Engineering charges will be determined by a proration of the engineering consts of the entire project to the constructuion costs of the work covered by this agreement. '* No Indirect Cost based on Overhead Agreement OH 1-00016 0 G CA 1239CD EXHIBIT A CITY OF RENTON PLANNINGBUILDING/PUBLIC WORKS MEMORANDUM DATE: June 29, 1998 TO: Marilyn Petersen FROM: Ron Straka V SUBJECT: WSDOT SR-167 Culvert Construction Project Local Agency Participating Agreement GCA 1239 Enclosed for signature by the Mayor are two original copies of the above referenced agreement. Also enclosed is the contract checklist for the WSDOT agreement and associated information as required by the checklist. Please execute both agreements and return to me for transmittal back to the WSDOT. One original copy signed agreement will be returned to you after the WSDOT signs the agreement. Unfortunately the project schedule is extremely critical. I would appreciate your assistance in processing the agreements for execution as soon as possible. If you have any questions, please contact me at x-7248. Thank you. cc: CLRKMEM.DOC/ CONTRACT CHECKLIST STAFF NAME & EXTENSION NUMBER: Ron Straka DIVISION/DEPARTMENT: Surface Water Utility-PBPW CONTRACT NUMBER: Not Assigned TASK ORDER NUMBER (if applicable): CONTRACTOR: WSDOT-Local Agency Participating Agreement PURPOSE OF CONTRACT: Agreement to fund Fish ladder & Channel restoration work as part of the SR-167/ SW 23rd St. WSDOT Culvert project. 1. LEGAL REVIEW: (Attached) 2. RISK MANAGEMENT REVIEW FOR INSURANCE: (NA) 3. RESPONSE TO LEGAL OR RISK MGMT CONCERNS: (NA) 4. INSURANCE CERTIFICATE AND/OR POLICY: (NA) 5. CITY BUSINESS LICENSE NUMBER: NA (Call Finance Dept.) 6. ATTACHED CONTRACTS ARE SIGNED BY CONTRACTOR/CONSULTANT: (If not, provide explanation) 7. FISCAL IMPACT: A. AMOUNT BUDGETED: (LINE ITEM) (See 8.b)* $86,581 B. EXPENDITURE REQUIRED: $85,161.91 8. COUNCIL APPROVAL REQUIRED: (Prepare Agenda Bill): A. CONTRACT OR TASK ORDER IS $50,000 OR OVER: (Refer to Council committee for initial contract approval; place subsequent task orders on Council agenda for concurrence.) B. *FUND TRANSFER REQUIRED IF CONTRACT EXPENDITURE EXCEEDS AMOUNT BUDGETED. (Refer to Council committee.) C. SOLE SOURCE CONTRACTS. (Refer to Council committee over$10,000.) 9. DATE OF COUNCIL APPROVAL (if applicable): June 8, 1998 10. RESOLUTION NUMBER (If applicable): Res. # 3330 11. KEY WORDS FOR CITY CLERK'S INDEX: A. WSDOT SR-167 Culvert Improvement Project B. Local Agency Participating Agreement GCA 1239 C. SWP-27-2117 r- C:\RSTRAKA\SWUCIP\SR167CUL\CLRKCK02.DOC\RJS Rev:3/97 ;�R CITY OF RENTON .� Office of the City Attorney Lawrence J.Warren Jesse Tanner,Mayor MEMORANDUM D To: Ron Straka ON From: Lawrence J. Warren, City Attorney cvo OF �rg�neeC Date: June 1, 1998 Subject: WSDOT State Participating Agreement - SR-167 Culvert Improvement Project I have reviewed the above-referenced document and the same is approved as tU legal form. A copy of the requested resolution is attached. The original has been sent to the City Clerk. Lawrence J. Warren LJW:as. Encl. cc: Jay Covington Marilyn J. Petersen A8:141.36. Post Office Box 626 - 100 S. 2nd Street - Renton, Washington 98057 - (425)255-8678 M This paper contains 50%recycled material,20%post consumer CC-NUMBER/1 w8146 TITLE/1 RES 3330, SR-167 CULVERT CONSTRUCTION PROJECT AGRMT 98 TEXT/I RESOLUTION 3330 -Authorizing a state participating agreement with the Washington State Department of Transportation(WSDOT) for the SR-167 (84th Avenue S. to S. Grady Way)culvert construction project at the intersection of SR-167 and SW 23rd Street if extended. TEXT/2 Adopted: 6/8/98 TEXT/3 See also: CAG- TEXT/4 RES.656 DATE/1 10-Jun-1998 EFFECT/1 6/8/98 USER/1 CC6 KEYWORD/1 RES 3330 KEYWORD/2 WA TRANSPORTATION 98 KEYWORD/3 SR-167 CULVERT CONSTRUCTION 98 KEYWORD/4 CULVERT CONSTRUCTION PROJECT 98 KEYWORD/5 SR-167 98 KEYWORD/6 84TH AV S 98 KEYWORD/7 S GRADY WY 98 KEYWORD/8 SW 23RD ST 98 KEYWORD/9 E SIDE GREEN RIVER WATERSHED 98 LOCATION/1 VAULT Document2\ PLANNING/ BUILDING/ PUBLIC WORKS DEPARTMENT MUNICIPAL BUILDING 200 MILL AVE. SO. RENTON, WASH. 98055 ♦ }1 0 UTILITY SYSTEMS DIVISION - 235-2631 �T TRANSPORTATION SYSTEMS DIVISION - 235-2620 TO: nt sj )A JGCE DATE: JOB NO. : RE: 6rel-114 IIJ414 s ATTN: GENTLEMEN: WE AREiSENDING YOU o ATTACHED ❑ UNDER SEPARATE COVER VIA THE FOLLOWING ITEMS: ❑ SHOP DRAWINGS ❑ PRINTS ❑ REPRODUCIBLE PLANS ❑ SPECIFICATIONS ❑ COPY OF LETTER ❑ _COPIES DATE NUMBER DESCRIPTION AND REMARKS O"r 57 THESE ARE TRANSMITTED AS CHECKED BELOW: ❑ FOR APPROVAL ❑ APPROVED AS SUBMITTED ❑ RESUBMIT COPIES FOR APPROVAL ❑ FOR YOUR USE ❑ APPROVED AS NOTED ❑ SUBMIT COPIES FOR DISTRIBUTION ❑ AS REQUESTED ❑ RETURNED FOR CORRECTIONS ❑ RETURN CORRECTED PRINTS ❑ FOR REVIEW AND COMMENT ❑ ❑ PRINTS RETURNED AFTER LOAN TO US COPIES TO: SIGNED 1 C TITLE ALA Af IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE Ronald J. Straka To: Mike Giseburt Subject: SR-167 Culvert Project - Fish Ladder River Comments The following are my review comments on the SR-167 Culvert Project Fish Ladder plans and specifications provided on 5/22/98: 1. Please review and respond to the WSDOT review comments as appropriate. Revise the drawings to reflect the WSDOT review comments where the comment justifies the change. 2. Please investigate the possibility of raising the elevation of the bottom of the Headwall footing. the current elevation is 3.5, with the top of the footing slab at elevation 4.5. The invert of the pipe is elevation 7.6, which means that there is 3.1 feet of clearance between the top of the footing slab and the invert of the pipe. Could this distance be reduced to minimize the amount of steel and concrete, but still provide the structural strength that is needed and prevent seepage? 3. The attachment of the headwall to the sheet pile for the fish ladder concerns me. Will the sheet pile be driven first and the headwall formed such that the wall be constructed around the sheet pile? Could the sheet pile be driven beyond the end of the pipe and the headway poured such that the end of the wall is against the sheet pile? I am not sure which is the cheaper of the two approaches, but please consider this comment to verify that what you are proposing is the best approach. 4. Show the placement of stream bed gravel in the bottom of the fish ladder (1' to1.5') Coordinate with WSDOT to ensure that they have a special provision (Specification) for the gravel material or include a specification in your information. Also Include the placement of the stream bed gravel in your fish ladder payment specification 6-05.5 and in other descriptions of work. 5. Your B section detail does not appear to be drawn where the detail is showing information. It appears that the rebar that is shown is in the concrete for the headwall around the pipe, but the section line is drawn 7'-9" east of the headwall. 6. Verify that the use sheet pile driving or vibrating will not adversely impact the headwall footing and existing improvements in the area. 7. The paint requirement seems excessive, especially the two feet below the finished grade after placement. This is problematic due to the HPA conditions potentially. I concur with the WSDOT comments regarding this subject or specify a thicker sheet pile. 8. How will the sheet pile be connected? Will there be water tight seals or will they be welded? I did not see on the plans or in the spec's how this is being addressed. If you have any questions regarding my comments, please contact me at 425-277-55548. Page 1 Washington State Department of Transportation R e mo ran d u m J U N 41998 Date: June 12, 1998 CITY OF RENTON Engineering Dept From: John Johnson/M. Quinteiro Phone: (206)440-4552 /4404570 subject: Review Comments for SR 167 Culvert Construction Fish Ladder To: Ron Straka City of Renton Attached are some of the design comments that we have received so far from various support groups. We are still expecting comments from Geo-Tech and Bridge Design, they will be send to you as soon as I receive them. If you have any questions or response to these comments please call me or e-mail as I will be the liaison with all the parties involved. My e-mail address is Quintem@wsdot.wa.gov and my telephone (206) 440 4570. Thanks. JJ:mq cc: project folder DOT 700-OOBEF Revised 3/93 1 June 2, 1998 Jim Wu Reviewer Manny Quinteiro Culvert Construction Fish Ladder Review Comments: 1. Material was not specified, including size and dimensions for plate, weir, weir support angle, nut, wash, bolt, etc. 2. Type of backfill material, was not specified at bottom of channel, bottom of foundations need Grave backfill for Foundation Class B. 3. Backfill material price inside fish ladder needs to be included in the estimate 4. Work order sequence for Pipe Ramming construction method. 5. Fence was too low, drawing showed 4',Note 5 proposed using standard plan L-2 Type 3 which was 6'. 6. Missed in estimated, cost of Pile Cutoff, embankment compaction, shoring, wash, nut, bolt, etc. 7. Need design calculations. 8. Dewatering is not allowed in this project. by Geo Tech. 9. Need to include 10% of project cost for mobilization. 10. Need to include Engineer estimate 20% . Renton does not requires contingencies 11.Need sales tax at 8.6%. r June 1, 1998 Bill McKee Reviewer. Culvert Construction Fish Ladder Review Comments 1. Question the order of work on the header wall. Excavation will have to be during receiving pit construction in order to get down to elev. -1. If the open cut method is chosen then the order of work is OK. 2. Pipe Ramming option depth of header foundation vs. any proposed shoring for receiving pit. Based on comments in Geo. report for shoring receiving pits shoring will have to be to a greater depth than plan in order to excavate to elevation-1. 3. Order of work- sheet pipe for receiving pit verse sheet pile for fish ladder. There was no research done on this in the report. Receiving pit will have to have coffer dams to keep it dry. They will have to be wider than the 10 feet for the fish ladder. So the order of work it appears is build the pipe, with shoring for receiving pit. Excavate for header wall , place backfill. Then pull coffer dam sheets , drive fish ladder sheets. I see this because the report states that contractor can't get with in X feet of the fish ladder piles. Therefore how does he build the receiving pit the fish ladder sheet pile design is not strong enough to support any dig out or crane and equipment movement. The design has been based around a open cut method not pipe ramming. Sheet DP3 4. Construction Note 4 sheet DP3 is in conflict with pipe ramming receiving pit. 5. Fence for ladder . No distance is given from the edge of ladder. Does Fisheries or Renton need room behind fence to work or view the ladder. 6. Original plan showed rip rap slopes. This would appear to now be in conflict with fencing of the slopes. 7. Section D shows to grind edges off the up stream edge of the angle iron. Shouldn't all edges be rounded . I would hate to see a fish jump against the forward edge and get cut in half. 8. Weir construction. Plans and specials calls to backfill the pockets between the weirs but type of material is not called out. 9. Section C calls for Galvanized bolts. What about the nuts and washers?Also what kind of material A 325, A449 ? 10. Weirs and angles - What type of material are they to be made or. A-36, 11. Specials call for coating of the sheet piles and weirs. Once installed they will be in water . Special call to paint 2 feet below ground line. How do we do this in water. Maybe they should be shop painted three coats then spot painted for touchup in the field after grinding and welding. 12. Fence type 6 use type 16 foot. Will need items for fence and corner post. I realize they are setting it up for pedestrian protection but I think we should set it higher. addenda rev notes.doc June 1, 1998 V 1 13. Section B calls for 12 inch bolt spacing on the weir connection angles. Section C calls for 6 inch bolt spacing. Which is correct? May also need separate detail for the angle to sheer pile bolt spacing if it is different. Sheet DP4 1. Need Section C through pipe to show what to do with rebar over top, bottom and sides of pipe in header wall. There are no details on how to cut or attach the verticals and horizontal rebar to the diagonals ?.Or how long each bar should be. 2. Does the casing need bolts or studs welded to the out side to hold it to the header wall? 3. Grade of rebar? R.W. Beck Specials 1. No special for Weir Steel., angles, bolts,nuts, washers, etc. 2. No specification for backfill material inside weirs. 3. Please furnish catalog cuts , paint chip and MS DS on paint. Can it be use around water or fish. 4. Specification calls for painting finish coats 2 feet below ground line . This will be water line in 60%of sheer piles. Sheets need painting prior to driving in to ground? 5. Remove Fence and fence corner post from Lump Sum and make separate items. Estimate 1. Contains no shoring cost. 2. Contains no labor cost on construction of weir steel. $.90/lb. Will pay for manufacturing and cutting in shop but not work in field. 3. Backfill price should be more like $10-25 /c.y. due to access and handling problems. Sheet L 1 1. Note 8 says duckbill anchor no details. 2. Note 6 wetland seed below elev. 10'. In original specials have to delete note on retaining top 2 feet of original soil for backfill. addenda rev notes.doc June 1, 1998 � Washington State Memorandum CIAP Department of Transportation DATE: May 27, 1998 FROM: E.M. Hansen/E.R. Winter jL"'C/ PHONE: 440-4642/4540 SUBJECT: SR 167 MP 25.7 Panther Creek Culvert/Fish Ladder OL 2836 To: Manny Quinteiro MS 143 This will respond to the preliminary plan set that you hand carried to the hydraulic section on the afternoon of May 26, 1998. You said that you did not understand the material. You asked that the hydraulic section review the material and forward it to OSC while you proceeded with plan preparation. The information is a letter of support for use of sheet piling for the fish ladder. We were hoping for a sheet pile design for the fish ladder with enough information to prepare plans. Unfortunately there seem to be some issues this work leaves unresolved. We request that this be returned to the City of Renton with a request that the following information be provided to guide our plan preparation. Item Comment Sheet Pile Size The sheet pile sizing called out on the plan is PZ 22. PZ 22 is a proprietary convention and has not been manufactured for a number of years. A more generic notation is recommended. Say one that includes the minimum thickness, the weight per foot, and the minimum section modulus. Sheet Pile The special provisions that are attached to the work call for Specification changing the standard specifications for sheet pile from ASSHTO M183 to ASTM 328. Please request a justification for that alteration. Sheet Pile The loading diagram does not reflect the moment about the Design bottom slab as discussed in the letter. Design calculations are lacking. Protective The report recommends either additional thickness or protective Treatment treatment. Protective treatment in the form of paint is specified to a point two feet below finished grade, but the implementing section, 6-05.3(11)I, is not in the 1998 standard specifications. Without design calculations we cannot determine the extra sacrificial thickness, if any, that has been allowed for corrosion. We are not sure if the moist conditions in this location will allow application and cure of a protective treatment of paint. We recommend that the sheet piling be aluminized and painted prior to installation. Bitumatsic material should then be applied to all aluminized surfaces that contact concrete. DOT 700-008X Revised 6/92 HPA We note, in R.W. Beck's letter of May 22, 1998 to Mr. Straka, that WSDOT will be responsible for interfacing the HPA with this work. Our understanding is that the City of Renton is liaison for EPA requirements and we do not understand this revised division of responsibility. ERW a:\srll\el67025b.doc cc Ben Brown MS 138 Martin Fisher MS 7329 Attachment MAY 26 '90 1 :53 FR PIPE & PILING SUPPLY 206 939 39E2 TO 2064404205 P.01/03 5 ripe & rffmg Supplies (USA), Ltd. Washington Branch V50 .�s3 3506"A"ST S.E..AUBURN.WA 9m 'PHONE 939-4100 FAX.eW9394992 IFAXO • • Vidt Our Web Page at H1771://WWW.PIPE PlUNG.CAM FAX# Zoo 1p� PHONE#• �a� 444 --� DATE /9� FROM: � � -�l" /G,C.0 i,✓ 9 PGS• RE- REPLY A.SA.PQ FLEASE CONSENT[] PLEASE REVIEW F.Y.I.e This fax is Corfidendal and is intended only for the use of the person whom it is add-essed Any d4tribution, copying or other use by anyone other than the addressee is strictly prohibited ' COMMENTS ,f`' d� T�� 1..5 T/J�- �h�,c/S/o•✓..5 Ol-� T�7� die �e� �.✓.5 /4- 7�� ZfE�AZA"l r� , l / f ,/ . 7Xf • MAY 2G '98 15:54 FR PIPE & PILING SUPPLY 206 939 8982 TO 2064404605 P.03%03 . . �... and Properties aI nsion$ •,i sn ¢Gd ea�o„N ww+u Maanarx SWAM 49 t n Cu ; >os 0er ikcper o/lne; a s Ira $ : on �n�ll � tJ navtrJ� �'►� �w� toe �w�stl PW&W larbbt t 412 5 39 i 9k 32.12 20.30 • 44-3 19$ I 19-00 $419 0.36 0.35 lBXN 15 76 t-63 0•50 as0 3.07 4-84 7 87 41.73 �DO 99.0 Z1�t IN 1B o0 a zs ass axe 342 5�87 a� as u = iNMOD 19 00 11.16 t�•u a38 3.3$ 6,43 S•28 44 55 28.12 i138.1 30 2 3NA Is 1Z-01 a33 0.37 3.78 6-7b 7.80 92-07 ' 26.59 18s t St-4 IN s o0 12.99 8 55 0-41 3.03 5•00 10.30 55.27 $4 88 291.7 44 8 i 16 76 12 24 Gti7 0 4T 3 ED 4-ss 14 27 k7 78 as 52 a60 7: Sol sp.eis!S teddown"f finned)byspOctslarrangtmenitoinersan &Cr+s��thitkntis SeCUorsmeYba"tplieQup" iCkened}or�� 's of both webs end flanQaa by a maximum of 0-03 Inch, r i kIn ._. Interloc g Sections lNerke"with(lanoueJ Saction(Tonpw) Mterlacks w i fGroavrJ Sect;onlGroovs! - !N NONE !N 2N,3NA 2N,3NA 9N4N IBXN • v�,1BX11 , 7N.3NA IN • IBXN,9N,3NA � . � iNMoa 18xN.2N,9kA 3NMOD !HA 1N,2N I 3NA 6,1BXN.2N 4N IBXN,9N . i AN NONE 6 4N • Maximum Le- ngthsRecommended • hux for Droving .Ma� �e �n �o .t»pthj1a1U##tJ SOn Length pearl aw 30 AS !N 35 nds 3W IJIM ' M$ rrilJK1 Ierlgtfi for IbCh pilino Ceadon dtpe 2N d6 upon the IYDe pi s<treia ertcouMered,De r yvTliich the .46W b5 sN1J10D 6 "qutred,Ind 1h4 11(pe Of OCWWC"W 10 75 3NA pit'�it darned•The loflo,Mnp yble k prov►dtd es 25W 75 �N 75 75 7$ 1✓• �,00de only. 32W 3 t0 ;'((' �,Aud dsiJinO condMons k trieY� a 75 ••j yp I section Cite to IcRiave tt+o liq�'n�DQ^�'et'O" '� t89 fff AlumetilVely Wade 90 may s 0 ** TOTAL KCE.03 ** i MAY 26 '90 1�:` FR PIPE & PILING SUPPLY 206 939 8982 TO 2064404605 P.02iO3 PSA23 joins these six sections in the NowBethlehem line of high-performance sheet i ling, T-.._--._ - } + Iy 1 -375" i j Fal 2 ' 12•' PZ27 � � -375' 1 1 !' 1 .375' 1 .375' P 22.d4"- t o.bo• I I t PZ35 1. `` a.so• i 16.1" PZ40 14.9" y t- 19.49" 19.49" ' P527.5 0.40. _ PS3gel 1 + - In 1982. Bethlehem introduced PZ22. lollowed by PZ35 and P240 in 1983.and PS27.5 and PS31 in 1984. In its respective strength group, each section provides engineering properties that are superior to e=ting sections_ And now PSA23 continues that tradition for Bethlehem sections. Properties and Weights Moment Surface Area, Weight it2 Pounds of Secrion Modulus.in.' sq ft per lin tt of bar Section Area Nominal Perlin Per sq tt Inertia. Single Per lin Total Nominal Desi ation sq in. Width,in, tt of bar of wall in_• Section tt of wall Area Coc=a Area' PZ22 11.86 22 40.3 22.0 164.7 33.1 18-1 4.94 4.48 PZ27 1 11.91 18 40.5 27.0 276.3 I 45.3 30.2 4.94 4.4$ PZ35 19AI 22.64 66.0 35.0 681.5 91A 46.5 1 5.83 5-37 PZ40 19.30 19.69 65.6 40.0 805.4 99.6 60.7 8383 5.37 PSA23 8.99 14 30.7 23.0 5.5 3.2 2.4 1 3,74 308 PS27 5 13.27 19 69 45.1 27.5 5.3 3.3 2.0 1 4.48 3.65 P531 14.96 19 69 { 50 9 31.0 5.3 1 3.3 i 2.0 1 4.48 3.65 k yea ultimate interlock strength a 16 kips per inch.U You need a E:<C1uoEs soctcel tnienot and Call of inl.:locl:, greater lnterloc„sizerigth,please contact Bethlehem. Sieel grcdet Bethle nom steel sheet pith.can 4e supplied PS?_23 develops a rnintmum ultimate interlock strength of to standard I,.-TM A.28 grade and in high-suenglh.low- 12 kips per inch.Excessive tnt@tlock tension results in web alloy grades ASTM A572-Grades 50&60 and AS'rM A690- extenslon for section PSA23-TPheretore,trie interlock tension Ali Balhlehem Z secAoru interlock with one another_ lotthis ittcln should be 1lrTtlied to a working load of 31apa Interlock strength:PS27.5 and PS31 develop a minimum � rqh - ■■ in P Sheet1 Preliminary Estimate for Cahnnel Restoration BID ITEM TOTAL STD. ITEM NO. QUANTITY UNIT PRICE NO. UNIT BID ITEMS BASED BID AMOUNT 1 205 $18.00 0310 C.Y. ROADWAY EXCAVATION INCL. HAUL $3,690.00 2 134 $5.00 0408 TON SELECT BORROW INCL. HAUL $670.00 3 0.05 $1,500.00 6419 ACRE WETLAND SEEDING ANF FERTILIZING BY HAND $75.00 4 20 $30.00 6438 C.Y. COMPOST $600.00 original qnty 300 5 200 $4.00 6552 EACH PSIPE SITKA WILLOW, 18" HT., LIVE STAKE $800.00 original qnty 300 6 200 $4.50 6552 EACH PSIPE RED OSIER DOGWOOD, 18" HT., BARE ROOT $900.00 7 10 $5.50 6552 EACH PSIPE WESTERN RED CEDAR, 15" HT., #1 CONT. $55.00 8 1 19 $30.00 6580 C.Y. BARK OR WOODCHIP MULCH $570.00 9 38 $1.50 6572 LB. FERTILIZER-GRANULAR $57.00 10 L.S. $2,400.00 DALLAR FISH WADS $2,400.00 11 20 $55.00 C.Y. RIPRAP $1,100.00 PROJECT SUBTOTAL $10,917.00 8.6% SALE TAX 938.862 PROJECT TOTAL $11,855.86 Page 1 May 22, 1998 Mr.Ron Straka,P.E.,Supervisor , Surface Water Utility City of Renton 200 Mill Avenue South Renton,Washington 98055 Dear Ron: Subject: City of Renton-Permitting Assistance for SR-176 Culvert Replacement Fish Ladder Design Submittal Please find attached for your review the following items for the fish ladder design associated with the SR-167 Culvert Replacement Project: • plan(11 x 17 format which WSDOT uses for bid package) • technical specifications for the fish ladder • Geotechnical letter report by HWA GeoSciences,Inc. • Cost estimate for fish ladder work I am also forwarding this package to Manuel Quinteiro,Project Lead Designer for WSDOT. It's our understanding that WSDOT's bid documents will include only the 72-inch diameter culvert crossing. The work for the fish ladder and the channel improvements between SR-167 and E. Valley Road will be included in an addendum. We also understand that WSDOT will prepare the technical specifications for the channel improvements as well as the addendum. Regarding payment for the fish ladder construction, we suggest using a lump sum format that includes work only directly related to construction of the fish ladder, concrete headwall, and fence. Items not included in the lump sum price include erosion control, which is already in the basic bid, and seeding and planting, which will be added in the downstream channel addenda. These items can be paid for by the unit prices. In our specification for the fish ladder work,we have not included revisions to require work be done in accordance with the HPA. We assume that this will be done by WSDOT for preparation of the addenda to cover the downstream channel work The cost estimate includes a 20% construction contingency. We have some uncertainty about what should be included in the cost estimate that should be reviewed by the City and WSDOT. For example, we have not included planting cost,in part because the general area will already need to be replanted as a part of the original WSDOT work for the culvert. How we break out our costs associated with dewatering, care of water, erosion and sediment control, earthwork, and final grading is also uncertain. Please call me at 695-4607 if you have any questions. Sincerely, R.W.BE IN9P.E. Michael S. is , Project Manager File: 12-00361-10000-0001/3101 (o:\GISEBURT\M SG516.doc 1001 Fourth Avenue,Suite 2500 Seattle,WA 98154-1004 Phone(206)695-4700 Fax(206)695-4701 Mr.Ron Straka,P.E. May 22,1998 Page 2 SECTION 1-07,LEGAL RELATIONS Section 1-07.7,Load Limits Section 1-07.7 is supplemented with the following: For any work in within 20 feet of Olympic Pipe Line's existing oil lines and City of Seattle's 60-inch water line, Contractor shall observe weight limit restrictions Gross axle weight shall not exceed 32,000 lbs. (HS 20-44). SECTION 6-05, PILING 6.05.3(1) Piling Terms Add to the sentence defining Steel Piles, "or sheet piles". 6-05.3(9)B Pile Driving Equipment Minimum Requirements Add the following paragraph: Steel sheet pile for fish ladder shall be driven by either drop hammer or vibratory methods. Equipment used shall be adequate to satisfactorily install the sheets to the penetration depth shown on the drawings without causing damage to the piles. Use of pile tips is Contractor option. 6-05.3(11)G Pile Cutoff Add the following paragraph: Sheet pile shall be cut off to the elevations shown on the drawings. The method of cutting shall provide a neat-straight line cut. Following cutting, all cut surfaces shall be ground to remove all burrs and sharp edges. Any areas which are gouged as a result of the cutting process shall be welded to fill up any gouge areas and ground smooth. 6-05.3(11)H Pile Driving From or Near Adjacent Structures File: 12-00361-10000-0001/3101 (o:\GISEBUR7\MSG516.d oc Mr.Ron Straka,P.E. May 22,1998 Page 3 Add the following paragraph: Sheet pile for fish ladder shall be installed following culvert installation and prior to headwall construction. Add the following section: 6-05.3(11)I Painting Sheet Pile Sheet pile for fish ladder, including sheet pile, weir plates and angles, shall be shop coated with specified primer coating prior to driving. After driving and installation is complete, including cutting off and installing weirs and weir supports, the exposed area of the fish ladder shall receive a touch-up coat of primer and final coats over the entire exposed area. The exposed area shall extend a minimum of 2 feet below final grade. Shop coating system shall consist of the following: Tnemec Series 90-97, Tneme-Zinc. Surface preparation shall be SSPC-SP10, near- white blast cleaning. Apply one coat 2.5 to 3.5 mils thick. Field coating system shall consist of the following: Repair damaged shop coating areas by spot surface preparation and coating. Surface preparation shall be SSPC-SP10 or SP 11 power tool cleaning. Two finish coats of Tnemec Series 66, Hi-Build Epoxoline. Surface preparation shall be clean, dry, and free of contaminants. Each coat shall be 4 to 6 mils. Color shall be Tnemec EN16 'Bayou Waters". Final color shall be verified prior to Contractor ordering paint. Section 6-05.4 Measurement Delete this section and replace with the following; There shall be no specific measurement for driving sheet piles. All work associated with driving sheet piles shall be included in the lump sum bid item "Fish Ladder". File: 12-00361-10000-0001/3101 (0:\GISEBURT\MSG516.d oc Mr.Ron Straka,P.E. May 22,1998 Page 4 Section 6-05.5 Payment Section 6-05.5 is supplemented with the following; "Fish Ladder", per lump sum. The lump sum price for "Fish Ladder" shall be full pay for furnishing, painting, and installing the sheet pile fish ladder and all appurtenances, including but not limited to; sheet piles, concrete headwall and footing, interior weirs and all connections, chain link fencing, preparing the site for installation, excavation, shoring, stockpiling, hauling, disposal of excess excavated material, dewatering, control of water, erosion control except as provided for under separate bid items, gravel backfill for foundations and backfill. Seeding and planting shall be paid for under separate items. SECTION 6-07, PAINTING 6-07.3(1) Painting New Steel Structures Add the following sentence: Fish ladder steel including weir plates, weir support angles, and weir top angles shall receive the coating system described in 6-05 for painting sheet pile. SECTION 9-10,PILING 9-10.5 Steel Piling Add the following: Steel for sheet pile shall conform to the requirements of ASTM A328. Sheet pile shall be new. File: 12-00361-10000-0001/3101 (o:\GI SE$UR"I\MSG516.d oc RWE SD 71 PROJECT — - -- - - - - FILE NO. Gk - -- -- - __ _COMP. Q'n L CHK. REV.._ PAGE—OF—PAGES DATE S-2/-9 S DATE DATE 2.5)(14):(27__= L6.(0Z .1 12 3 3 k Z i (zr,,) a- 2 l.)r-? 3 C3) w� �- i Z(21) - J - I o o F x ?, b 7``C o l 5 n d Z.tic/Gb ro 'Z)Sb } _�o.(4) = 2 20 {{ 51j I w O Lnwrv{T/ Z OI (w� x 10 x /.Z 2- K Ch7 UU, HWAGEOSCIENCES INC. 19730-64TH AVE. W., SUITE 200 LYNNWOOD, WA 98036-5957 TEL. 425-774-0106 May 12, 1998 FAX.425-774-2714 HWA Project No. 8919-500 E-MAIL hwa@hongwest.com R.W. Beck 1001 Fourth Avenue, Suite 2500 Seattle, Washington 98154 Attention: Mr. Michael Giseburt, P.E. Subject: Sheet Pile Retaining Wall Design Criteria Proposed Fish Ladder SR-167 Culvert Crossing Renton,Washington Dear Mr. Giseburt: As you requested, HWA (HWA GeoSciences, Inc.) completed analyses and prepared this letter in support of design and construction of the proposed sheet pile retaining wall for the planned fish ladder. The fish ladder is part of the SR-167 culvert crossing project located in Renton, Washington. Our understanding of the project is based on discussions with and design information provided by R.W. Beck. We were also provided with a log of a boring (H-2-97) completed near the proposed fish ladder by WSDOT. Information used for our analyses was also taken from a report prepared by HCE (Hong Consulting Engineers, Inc.), dated June 2, 1989. Specifically, borings BH-2 and BH-3 from the HCE study were used. Note that elevations from the referenced materials assume NGVD29 datum. The fish ladder will be situated at the inlet or east end of the culvert. The proposed ladder is L-shaped and will be about 10 feet wide and extend about 30 feet east of the culvert. The height of the retaining wall will range from about 4'V2 feet at the east end to 12 feet at the west end. Based on a review of the referenced subsurface information, the soils in the vicinity of the fish ladder consist of fill deposits consisting generally loose to medium dense silty sand. The fill deposits are underlain by soft to medium stiff peat and silt with a variable amount of organics. The organic rich deposits extended to about Elevation—1 feet in all of the referenced borings. The peat deposits are underlain by alluvial soils consisting generally of loose to dense sand and gravel with variable amounts of silt and very soft to medium stiff silt. Sheet pile retaining walls are considered feasible for permanent support of the planned fish ladder. The lateral earth pressures exerted against sheet pile retaining walls depend upon the wall height, inclination of the back-slope, type of material being retained, drainage provisions, magnitude and location of any surcharge loads and other factors. GEOLOGY GEOENVIRONMENTAL SERVICES HYDROGEOLOGY GEOTECHNICAL ENGINEERING TESTING & INSPECTION May 12, 1998 HWA Project No. 8919-500 Recommended design parameters for a cantilevered sheet pile retaining wall for the fish ladder are presented on Figure 1. Based on our review of the referenced boring logs, it appears that the peat deposit extends below the planned bottom of the fish ladder. It is anticipated that the passive resistance provided by this deposit will be low. As such, the sheet pile wall should have adequate stiffness and should extend a sufficient depth below the peat layer to develop adequate passive resistance. Such sheet pile walls should extend below the peat layer at least the height of the wall (H), as shown on Figure 1. The passive earth pressure values shown on Figure 1 include the effects of wall friction, but do not include a factor of safety; an appropriate factor of safety should be included in design of the retaining wall. For our analyses we assumed that a level back-slope will extend behind the wall. We also assumed that no drainage will be provided behind the wall. Hydrostatic water pressure (assume water unit weight of 62.4 pcf) should also be included (see Figure 1). The structure itself may provide some lateral resistance. The structural engineer should evaluate resistance provided by the bottom slab and apply any bracing loads appropriate in design of the sheet pile walls. The lateral earth pressures shown are appropriate for a cantilevered wall, or a wall with one level of bracing. Heavy construction equipment, construction materials, excavated soil, and vehicular traffic should not be allowed within a distance, measured from the edge of the excavation, equal to the depth of the excavation, unless the sheet pile retaining wall system has been designed for the additional lateral pressure. The sheet pile wall may be subject to corrosion over the long term. We recommend that the design account for the possibility of long term deterioration of the sheet piles. This could be achieved by specifying a thicker section or by providing a protective coating on the sheet piles. Maintenance of safe working conditions, including temporary excavation stability, is the responsibility of the contractor. All temporary cuts in excess of 4 feet in height should be sloped in accordance with Part N of WAC (Washington Administrative Code) 296-155 or shored. The existing fill, peat deposits and alluvial soils classify as Type C Soil and should be inclined no steeper than 1%H:1 V. These allowable cut slope inclinations are applicable to excavations above the water table only. Dewatering may be required to lower the groundwater table below the base of the excavation. UNCERTAINTY AND LIMITATIONS We have prepared this letter report for use by the City of Renton and R.W. Beck in design of a portion of this project. This letter report should be provided in its entirety to prospective contractors for bidding and estimating purposes; however, the conclusions and interpretations presented in this letter report should not be construed as a warranty of the subsurface 8919-500 2 HWA GEOSCIENCES INC. May 12, 1998 HWA Project No. 8919-500 conditions. Experience has shown that soil and groundwater conditions can vary significantly over small distances. Inconsistent conditions can occur between explorations and may not be detected by a geotechnical study. If, during future site operations, subsurface conditions are encountered which vary appreciably from those described herein, HWA should be notified for review of the recommendations of this report, and revision of such if necessary. We recommend that HWA be retained to review the plans and specifications to verify that our recommendations have been interpreted and implemented as intended. Sufficient geotechnical monitoring, testing, and consultation should be provided during construction to confirm that the conditions encountered are consistent with those indicated by explorations used for this study and to verify that the geotechnical aspects of construction comply with the contract plans and specifications. The scope of our work did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and cannot be responsible for the safety of personnel other than our own on the site. As such, the safety of others is the responsibility of the contractor. The contractor should notify the owner if any of the recommended actions presented herein are considered unsafe. We appreciate the opportunity to provide geotechnical services on this project. Sincerely, HWA GEOSCIENCES INC. 't 1,. HA�p 65 lZ-`l8ONAL ONALE� EXPIRES 3/18/Q � EXPIRES _ f`l James P. Alexander, P.E. Scott L. Hardman, P.E. Geotechnical Engineer Senior Geotechnical Engineer JPA:SLH:jpa Enclosures: Figure 1. Earth Pressures for Permanent Sheet Pile Wall 8919-500 3 HWA GEOSCIENCES INC. LEVEL GROUND SURFACE SHEET PILE WALL H FILL 1 SOILS NIGFISHWATER LEVEL LADDER H _ BOTTOM OF Hz FISH LADDER PEAT \� �Zfw H DEPOSITS ASSUMED BOTTOM OF D1 PEAT/ORGANIC SILT LAYER EL = —1FT (NGVD29 DATUM) ALLUVIUM Dz DEPOSITS 20D2 391-11 48D1 30OD2 34(Hz+D1 ) HYDROSTATIC ACTIVE ULTIMATE PRESSURE EARTH PASSIVE EARTH PRESSURE PRESSURE Vw = 62.4 pcf NOTES: 1. Recommended lateral earth pressures assume subsurface soils consist of loose to medium dense fill, soft to medium stiff peat and organic silt deposits and loose to medium stiff alluvium. 2. The coefficient of passive pressure includes the effects of wall friction. 3. A factor of safety has not been applied to the recommended passive earth pressure values. 4. Minimum embedment depth, Dz should equal H, 5. All units in feet and pounds. FISH LADDER EARTH PRESSURES � � SR-167 CULVERT CROSSING FOR PERMANENT SHEET PILE WALL INC RENTON, WASHINGTON PROJECT NO.:H91 9-500 FIGURE: 1 C: JOBS 8919-500 8919001.DWG < 1 NOTES: a F-/ 29'-o't z 1. CONTRACTORS OPTION TO BOLT SUPPORT ANGLE TO SHEET PILE. W (n FABRICATED CORNER Y-9"t 10'-3"t 2. ALL CONCRETE SHALL BE CLASS 4000 W/AIR. EXCAVATE UNDER i -� D 3 BEARING MATERIAL AHEADWALL ERMINED BYTTMSUITABLE 6'DIA CULVERT 0ENGINEER. COMPACT GRAVEL BACKFlLL TO I I SHEET PILE 96X OF MAXIMUM DENSITY. L4x3 4 COONSTRUCTION OF HEADWALL.. HEET PILE SHALL BE DRIVEN PRIOR TO I 2'-p• A I I WEIR 2 o 5. FENCE SHALL TYPE 3 SHOWN IN THE WSDOT 64 - - + I + STANDARD PLANS DWG L-2- 2 464 I - I *4 W I I O 1 I + + Q I + + Z i J WEIR 1 WEIR 3 + L4x3 WEIR + PL1/2 LL I C + SUPPORT + � I + LLJ + (n \ + + 0 --- -- - 13'-6' 1 FABRICATED rn + #iH CONCCRETE CORNER t .I bH o N 5/5" BOLTS O ;y b4 HEADWALL 4' HIGH C-INN I 12" SPACING N tH H LINK FENCE 4i4 PZ 22 SHEET PILE WALL, TYP WEIR 4 m FISH LADDER PLAN SCALE: 1/4•=1'-0" 101-O" < SECTION � SCALE 1/2" = 1'-0' - 4,% 10'-0" 4i3 CHAIN LINK EL 16.00 FENCE r In APPROXIMATE BACKFlLL LINE H EXTERIOR OF SHEET PILE EL 14.00, CHANGE EL AT 5/8" GALV BOLT d i FABRICATED CORNERS EL 13.00 O t2 I EL11.5 EL 10.5 EL 9.5 I EL 9.5 EL 8.5 EL 8.5 0.7 5 5 " GALV BOLT O 12. A EL 6.5 2• WEIR SUPPORT ANGLE FOR COPE TOP _ A 6" HOLE SPACING LEG O WEIR L4x3xS/16 HEADWALL 1/2 1/2" WEIR SUPPORT FOOTING EL 5.5 CLR PLATE ANGLE «FLOW GRIND ER T_/ D 5/8 GALV 0. -t.Ot BT O 12' GRAVEL BACKFlLL FOR FOUNDATIONS SPACING SEE NOTE 3 (SEE NOTE 1) L4x3x5/16 WEIR SUPPORT SHEET PILE are SEE NOTE 1 SHEET PILE SECTIOND WALL EL-10.0 SCALE: 6" - 1'-0" SECTION c EL-12.% CHANGE EL AT SCALE 6" = 1'-0" - FABRICATED CORNERS SECTION A e EL -17.0 1 1 1 SCALE 1/4"-1'-0" - PRELIMINARY RENGION STATE FED.AID PROJ.NO. s SR 167 DP3 DESIGNED BY 10 WASH AMIL ENTERED BY Washington State 84th AVE S TO S GRADY WAY CHECKED BY JOB NUMBER GAP Department of Transportation SHEET x PROJ. ENGR. 1001 KKMTMAVB gDrTE 2500 OF N REGIONAL ADM. CONTRACT N0. SEATI7_E WA9815b1004 FlSH LADDER CONSTRUCTION, SHEET 1 DATE DATE REVISION BY SHEETS �s4 �4 w a Z D- w 4' HIGH FENCE 44 TYP b4 EL 16.00 *4 4'-0' 1'-W 2'-0' � B 44 - EXTRA 4#LLJ lb /5 EF I Q �$ ------------- J CLR PV2 DIAGONALS LJ Z ------ ---------- -- EACH FACE #5012 W n #6 0 1.4 \ Y.4 N q-CULVERT 1.4 #5012 64 %v A EXTRA #5 EF �4 N ---- ---------- -- — _ � • #5012 2'-6' UP ~ e EMBED SHEET ()012 1/2'x3-1/2' KEY #4 N PILE. 4' MIN Igo I 4 V4 7/4 ft7MM EL 5 DETAIL i SCALE: rSECTION A SECTION B � SCALE: 1/2- _ 1'-0' - 1/2' = -o' SCALE: 1/2' - 1'-0- 0 a PRELIMINARY REGION STATE FED.AID PROJ.NO. g NO. SR 167 DP4 DESIGNED BY 10 WASH ENTERED BY Washington State 84TH AVE S TO S GRADY WAY CHECKED BY JOB NUMBER SHEET PROJ. ENGR. ®® Department of Transportation FOURTH2500 OF REGIONAL ADM. CONTRACT NO. 1� � IF,�� DATE DATE REVISION BY 3EATR.E,WA98154-1004 FISH LADDER CONSTRUCTION, SHEET 2 To23No9 Ra5Eo W . M . a colry OF RG[`n11UCH a' DRAINAGE EASEMENT EQUAT10N TEMP. 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PROJ.NO. moo" STA ENVIRONMENTAL AND ENGINEERING DESIGNED BY SERVICE CENTER SR 167 DP 10 WASH ENTERED BY Washington State 84th Ave S to S Grady Way CHECKED BY Culvert I Construction SHEET PROJ. ENGR. 98WO18 MAP Department of Transportation OF REGIONAL ADM. CONTRACT 90. CULVERT PROFILE DATE 1 DATE REVISION BYI SHEETS f ------- .7 0 ......._ ....................... ...................._........- iI CHANNEL LAYOUT TABLE c ................................................................................................•----------. ..............................•-----......................---....................................... 3 0...................................................................... I -------- � 1 ; I NO. STATION* OFFSET(RT<)• ELEVATION SLOPE** C m i6 0 L ................................................................•............................................ 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REGION FED.AID PROJ.NO.STAT ENVIRONMENTAL AND ENGINEERING NO. SERVICE CENTER SR 167 D P 2 DESIGNED BY 10 WASH Agftkk 84th Ave S to S Grady Way ENTERED BY Washington State CHECKED BY JOB MUMER Culvert` Construction SHEET PROJ. ENGR. ., Department of Transportation OF REGIONAL ADM. COXTRAM NO.DATE DATE REVISION BY DITCH PROFILE SHEETS NOTES: Q 29'-0't Z FZ) 1. CONTRACTORS OPTION TO BOLT OR WELD WEIR Of SUPPORT ANGLE TO SHEET PILE. LJ 7'-9"t 10'-r± FABRICATED CORNER 2. ALL CONCRETE SHALL BE CLASS 4000 W/AIR. — . EXCAVATE UNDER WALL 4i4 D 3 BEARING MATERIAL AS FOOTING DETERMINED BY SUITABLE 6' DIA CULVERT ENGINEER. COMPACT GRAVEL BACKFILL TO I I SHEET PILE 96X OF MAXIMUM DENSITY. 4. SHEET PILE SHALL BE DRIVEN PRIOR TO L4x3 cI CONSTRUCTION OF HEADWALL j WEIR 2 -0' 5. FENCE SHALL BETYPE 3 AS SHOWN IN THE WSDOT b4 A I I + I 1 + STANDARD PLANS DWG L-2 W I O + + I I Q I + + ZLd I I WEIR 1 L4x3 WEIR PL1/2 -j WEIR 3 +I I C SUPPORT + + 0 �(10 W ` * o + + O --- - - 13'-6" FABRICATED 64 01 ^ + 44 CONCCRETE CORNER ,I 44 HEADWALL S/8" BOLTS O 4F? 4' HIGH CHAIN I 12" SPACING iv 44 4 UNK FENCE 4fJ PZ 22 SHEET PILE WALL, TYP WEIR 4 FISH LADDER PLAN 413 SCALE 1/4'=1'-0' I 10•_0• H Q I SECTION e SCALE 1/2' = r-o- - 10'-c CHAIN LINK EL 16.00 FENCE In APPROXIMATE BACKFILL LINE H EXTERIOR OF SHEET PILE O EL 14.00, CHANGE EL AT -i I FABRICATED CORNERS 5/8" GALV BOLT a I EL 13.00 012 I I EL 11.5 EL 10.5 EL 9.5 I EL 9.5 EL 8.5 EL 8.5 EL 7.5 5 8" GALV BOLT 012, F' DEA EL 6.5 - 2" WEIR SUPPORT ANGLE FOR COPE TOP A 6" HOLE SPACING LEG O WEIR L4x3x5/16 HEADWALL 1/2" 1/2" WEIR SUPPORT FOOTING EL 5.5 CLR PLATE ANGLE «FLOW IND ER fIn/ ROUNDED EL-1.0t 5/8" GALV BOLT O 12' GRAVEL BACKFILL SPACING 3/18 FOR FOUNDATIONS (SEE NOTE 1) L4x3z5/16 SEE NOTE 37 WEIR SUPPORT WEIR PLATE SHEET PILE 3/18 3.', SEE NOTE 1 SHEET PILE SECTION D WALL EL-10.3 SECTION SCALE 6" - 1'-O" C EL-12.0, CHANGE EL AT SCALE 6" 1'-Cr - FABRICATED CORNERS SECTION tA EL-17.0 SCALE: 1/4"=1'-0" PRELIMINARY REGION STATE FED.AID PROJ.NO. g NO. 8 DESIGNED BY 10 WASH Adw ENTERED BY Washington State 84th AVE SST01 S7GRADY WAY DP3 ^g � CHECKED BY �� CIA Department of Transportation 1 SHEET Y PROJ. ENGR. 1001 FOURTH AVENUE,SUITE 2500 OF REGIONAL ADM. CONTRACT NO. SEATTLE,WA98154-1004 FlSH LADDER CONSTRUCTION, SHEET 'I DATE DATE REVISION BY SHEETS w a z w V) ::D 4' HIGH FENCE 44 TYP EL 16.00 bH 4'-0• -0 2_0 4t3 V " ' • B - EXTRA uj Q �► /5 EF w ----__- _ Q Z _l C2LR A /5012 DIAGONALS cl li EACH FACE Zm ------ ---------- -- C� I #5012 V # W 64 O I 04 H - - - -—rLCULVERT f�N /5012 � m A EXTRA /5 EF iq ---- ---------- -- T LJ 4 7-6" LAP a /7012 1/2"x3-1/2" KEY c) _-EMBED SHEET 4r h PILE, 4" MIN #fk •I _ d #6 EL 3.5 DETAIL 1 SECTION ,� SECTION B H SCALE: 1/2" - 1'-0" - SCALE: 1/2• = 1'-0• .� SCALE: 1/2" 1'--0' 0 J d O PRELIMINARY s REGION STATE FED.AID PROJ.NO. SR 167 DP4 DESIGNED BY 10 WASH aft ENTERED BY Washington State 84TH AVF S TO S GRADY WAY CHECKED BY 0B NUMBER" VAP Department of Transportation SET PROJ. ENGR. 10D1 FOURTH AVENUE,SURE 2500 Or N REGIONAL ADM. CONTRACT Na SEATTLE,WA99154-1004 FISH LADDER CONSTRUCTION, SHEET 2 DATE DATE REVISION BY seers L LEGEND: i o ❑ USE WETLAND SEED MIX BELOW w NOTES: ELEVATION 10.00 WITHIN CONSTURCTED i IQ. WESTERN RED CEDAR TO BE PLACED A MINIMUM CHANNEL ± 200 S.Y. OF 20' FROM THE EXISTING GAURDRAIL AND 30' 300-RED OSIER DOGWOOD °u FROM EAST VALLEY ROAD. ° -SITKA WILLOW SEE SECTION 8-02.3(6) OF THE STANDARD lO�WESTERN RED CEDARE STAKES SPECIFICATION. © RED-OSIER DOGWOOD AND SITKA WILLOW TO BE ❑ REPLACE EXISTING LAWN WITH SOD PLANTED AT 3' O.C. (± 110 S.Y.). © WESTERN RED CEDAR TO BE PLANTED AT 25' 2-LOG HABITAT STRUCTURES 1O'X12-INCH O.C. DIAMETER TREE WITH ROOT WAD. ® FOR GRADING IN THIS AREA, SEE SHEET DP2. 1Q REFERENCED NOTE NUMBER 1 © 55 C.Y. COMPOST TO BE APPLIED WITHIN 2-TREE STUMP HABITAT STRUCTURES (18-INCH DIA. ' PLANTING AREA, THIS SHEET. STUMP). WETLAND SEED MIX TO BE INSTALLED BETWEEN LEVATION 10.0 AND WATER LEVEL IN CHANNEL EASEMENT AREA IMMEDIATELY FOLL❑WING CONSTRUCTION. WETLAND SEED MIXTURES: 1,2,3, NMr 1,2, NOTE li 16' D L PROPORTION BY PERCENT PERCENT 4,5 6 4,5 9 --- _ I - WEIGHT PURITY GERMINATION I- -- I CREEPING RED FESCUE 40% 987 90%00 (PENNLAWN) 10, W DTH OF AWN. j 20" 0 L 11 �. RED TOP 30% 92% BO% �O TO E REST❑ ED -'��_ i CAGR❑STIS ALBA> ---- --- ----- ---- ---- - - 4 in 1 10' BIRDSF❑❑T I I 1 TREFOIL 30% 907 80% 1 (LOTUS ———— ——— LO CORNICULATUS) II E——— 3 8' EXISTING GRADE q APPLY WETLAND SEED MIX AT A RATE OF 60 1 o LBS/ACRE. ESTIMATED QUANTITY IS 2.5 LBS. 10 _�� T______-_____1r------___---- _ -- 4 ---- CULVERT r _. _ NEW 72" --- -- ---- '-------------- - _ - 10 0' NOTE 8 -------- SLOPE AT 21 MAX EXLSTLNG_D11AJ��4$"_DIA______ — - - w � HYDROSEED ALL DISTURBED AREAS. �- - - -----I, - = E------- r-------------� - 1 8' --SEE NOTE 10. I 1 ® INSTALL TWO TREE ROOT WADS WITH ATTACHED __ __ ____ 12' DIAMETER LOG, 10' LONG FOR AQUATIC I I 1 HABITAT FEATURE. BURY IN TWO MAN ROCKS WITH ROOT WAD FACING UPSTREAM AT 45" ANGLE. I. I! !! 1.;J ! 1,•J 1 ti!J J 1 J SECURE WITH 4' DUCKBILL TYPE S❑IL ANCHOR ON Q 21 MAX 5/8' GALV. CABLE (1 EACH) OR OWNER APPROVED ; IJ ___J- �_ EQUAL. �i il3 --- A �1 Q AVAILABLE GRASS SEED MIXTURES FOR THE ❑D SHALL BE ELLECT ❑N AND SA APPROVAL.UBMITTED T SEE ATTACHEDO THE SECTION FOR SELECTION SECTI❑N A—A STANDARD SPECIFICATION SECTION 9-14.6(8). N❑T T❑ SCALE � Q INSTALL TWO TREE ROOT WADS (TREE STUMPS) WITH 18-INCH DIAMETER FOR AQUADIC HABITAT FEATURE. BURY INTO CHANNEL BANK WITH TWO MAN ROCKS. SECURE WITH ECOLOGY BLOCK WITH 5/8-INCH GALVANIZED CHAIN. (SEE STUMP AND R❑OTWAD DETAIL ON SHEET L2). 40 0 40 Scale in Feet RED ISTATE FED.AID PR❑J.NO. ENVIRONMENTAL AND ENGINEERING DESIGNED BY SERVICE CENTER SR 167 10 AS ENTERED BY 84th Ave S to S Grady Way L1 CHECKED BY JOB"BER Washington State Culvert Construction S„EET PR❑J. ENGR. Department of Transportation REGIONAL ADM. CDNTRACT M 0< DATE DATE REVISION BY PLANTING/HABITAT ENHANCEMENT PLAN SHEETS L p PLANT MATERIAL LIST PLANT MATERIAL SETBACK CHARTA O a BOTANICAL NAME COMMON NAME QUANTITY SIZE ROOT CONDITI❑N SPACING REMARKS GUARDRAIL EDGE OF EXISTING THUJA PLICATA WESTERN RED CEDAR 10 10' HT. #1 CENT, 25' O.C. 3/16 CALIPER STEM, 2-0 OR 2-1 DESIGNATION BARRIER ROADWAY SIGNS VEGETATION MASS CORNUS SERICEA RED-OSIER DOGWOOD 300 3 FT. LIVE STAKE 3' O.C. 3/16 STEM DIAMETER, 2 CANE MINIMUM EVERGREEN TREE SEE SEE 15, 10, SALIX SITCHENSIS SITKA WILLOW 300 3 FT. LIVE STAKE 3' O.C. 3/16 STEM DIAMETER 8-02.3(6) 8-02.3(6 L7 DECIDUOUS TREE SEE SEE 15' 10, 8-02.3(6) 8-02.3<6 NOTES: SHRUB 10' 10' S B' Q 1. SPECIFICATIONS FOR SIZE AND CONDITION ARE MINIMUM. v ~ w )KTYPICAL SETBACKS FOR PLANT MATERIAL PER STANDARD SPECIFICATIONS SECTION 8-02.3(6) Q UNLESS OTHERWISE DIRECTED BY THE ENGINEER DURING LAYOUT AND STAKING OF PLANT LOCATIONS. J CL H A SET PLANT VERTICALLY NOT PLANTING AREA INCLUDES ENTIRE GROUND v) PERPENDICULAR TO SLOPE SURFACE REGARDLESS OF SURFACE COVER 3 SEE PLANT MATERIAL LIST FOR BETWEEN PLANTS. SEE SPECIAL PROVISIONS ca SIZE AND TYPE SECTION 8-02.3(9). a PREVIOUS GROWING LEVEL RED OSIER DOGWOOD, SITKA WILLOW AND WESTERN RED CEDAR / n AT FINISH GRADE U B'm WOODCHIP MULCH-FEATHER DEPTH TO PLANTING AREA WEED CONTROL PER n n SECTION 8-02.3C3) n� STEM. MULCH SHOULD NOT CONTACT STEM. SEE SPECIAL PROVISIONS. m -w FERTILIZER-PLACE PRIOR TO BARK ��\ �`\ �\ ` \ - �� OR WOODCHIP MULCH APPLICATION.Co SEE SPECIAL PROVISIONSLA (P m - i ; x EXISTING SOIL } 1 n 4' MIN. 2/3 X �� j 4' MIN. �` `. a u��, �-• -. �. 1 In BACKFILL WITH EXISTING SOIL 2 TIMES ROOT SPREAD OR 2 TIMES ROOT SPREAD DR ROOT BALL DIAMETER TYPICAL PLANT \ \ ROOT BALL DIAMETER xNOTE: WOODCHIP MULCH SHALL BE PLACED IN AN 18' DIAMETER AROUND EACH SPACING SEEDLING OR LIVE STAKE (TYPICAL). 2/3 X \ SEEDLING AND SHRUB PLANTING ON SLOPE �i� �, IX v SEEDLING AND SHRUB PLANTING ^ CONTAINER NOT TO SCALE /"; i i CONTAINER NOT TO SCALE '��_ ./._ W Q REPLACE EXISTING LAWN WITH SO a X = PLANT SPACING USE WETLAND SEED MIX BELOW ELEVATI❑N 10.0 (SEE PLANT MATERIAL LIST) ®= PLANT SEE PLANT MATERIAL LIST xiB•FOR SIZE AND TYPE PLANTING AREA LAYOUT AND WEED CONTROL LEAVE A MINIMUM OF TWO BUDS EXPOSED NOTE: USE MINIMUM 18' DIAMETER y STUMP 4TF °<3 f�S} NOT TO SCALE ME <t ," 4N TAMP SOIL AROUND CUTTING STUMP MAY ALSO BE INSTALLED ON ITS `FAS T SIDE WITH ROOT WAD IN WATER. 1Jt y R FERTILIZER-PLACE PRIOR TO BARK T 1I �IIL, OR WOODCHIP MULCH APPLICATION. FRS 4�SX I I—I I I SEE SPECIAL PROVISIONS. L—I I L 11 —i WOODCHIP MULCH-FEATHER DEPTH TO 2-MAN ROCK orrTal High Water I�I I I EI C STEM. MULCH SHOULD NOT CONTACT STEM, 1/5X X111 SEE SPECIAL PROVISIONS. X = 3' �IFI I�IIEII�IIITI ==il� 7EI1111F (SEE PLANT EXISTING SOIL HIEiI MATERIAL E] _I11_II LIST FORNOTE AVOID STRIPPING THE BARK OR BRUISING OF STAKES DURING ICI LENGTH ANDINSTALLATION. DO NOT USE AXE OR SLEDGE FOR DRIVING STAKES. IN HARD �I 4/5X DIAMETER) �I�III—I GROUND USE AN IRON BAR OR STAR DRILL TO PREPARE HOLES FOR THE STAKES. F I II L =11� xNOTE: WOODCHIP MULCH SHALL BE PLACED IN AN 18' DIAMETER CIRCLE �I I�I� DEADOAN BLOCK AROUND EACH LIVE STAKE (TYPICAL). SEE SPECIAL PROVISIONS. I NY I J I STUMP AND R❑❑T W A D DETAIL PLAN VIEW I (— LIVE STAKE INSTALLATION ON SLOPE NOT TO SCALE LIVE STAKE INSTALLATION NOT TO SCALE NOT TO SCALE RED STATEFED.AID PR❑J.NO. ENVIRONMENTAL AND ENGINEERING DESIGNED BY R. LAUGHLIN 10 WASH SERVICE CENTER SR 167 L2 ENTERED BY R. LAUGHLR 84th Ave S to S Grady Way CHECKED BY JOB NUMBER Washington State Culvert Construction SreET PROJ. ENGR. J. JOHNSON 98WO18 Department of Transportation 2 REGIONAL ADM. J. OKAMOTO CONTRACT M0. or PLANTING PLAN AND DETAIL 2 DATE DATE REVISION BY SHEETS � I ► 4. 48 8. 9 1 �, ► Cs�€ �,�u Ste+) ► I 1 � 1 lilj I Milli ! r Plan �rcr�f G w.,m slue,, P/!� s i)t walls S' -— ),�Af os-J I y/ fi•�l. �ence D�G„ 3 � vI li C-77, Conte • � �� 7jnitiG�S cc�uail ,r� � G�owr. \ � /tist cey Slo fo LPticl �j01f►M �/6tJ�� Cad r, olorCr 3 Gt�/f -a.rv,� ✓Y ra�'+�as �b �S»v�o� h, . �, ��S•� ( � ti I `14,mow r' 1 •� ✓o j,s vJ�VA::) / 1� °lsn o SiN �0 1 101 J d J, ?^•�£� -lop l nry IF-All? F—A e� a/ /S 474. f'I Ll JUN 9 90 TUC 7; 46 AM KDOTi DAYTON 5TII f LP FAX NO. 2064404005 P, 1 WSDOT MS 143.P.O.Box 330331. Seattle,WA 98133-9710 FADace: 6/9/98 ,J UN NUI[lbcr of pages includin.a cover sheet: �g CITY OF RENTON Engineering Dept To: From: Ron Straka Manny Quinteiro City of Renton Phone: (425)277 5548 Phouc. 440-4570 fax phone: (425)235 2541 Fax phone: 140 4805 CC: REMARKS: [] Urgcnt Rcply ASAP F I Please comment Attached are the comments from Geotecli. The folks from Bridge& Structure, didn't seem to have a problem with (lie fish ladder. They don't like to get too involved as long as the structure itself doesn't pose a hazard to WSDOT property.. They see the f sh ladder posed no tread. Geotech points out discrepancies with the hydrostatic pressure distribution and the earth pressure diakrittrl. They would prefer to have the pilings embedded deeper. Dewatering is a problem in this site. A possible solution to Set around this problems and the construction of the headwall is to pour a concrete seal at the bottom of the coffer dam in the receiving pit,then form the footing for the headwall on top of the slab. As far as the construction sequencing goes for pipe ramming, Hill McKee from construction is helping us writing the Specs for the Order of Work. My only other comment is that the estimate for the fish ladder left ont the r•oct of equipment such as a crane arld a vibrator hammer for doing the pile driving from the bank. The hlue honk dnntes are $220Jhr for the crane and abuu( $60/hr for the hammer. This could easily add another$20.000 or so to the tich ladder estimate. 1UId 9 C ?; G A1'U4 WSDO'1';'DnYTOTI 5TII 1 Lii F A. PdO, 20G44040 P, L �� Washington State �I/ Department of Transportation Memorandum Date: June 3, 1998 From; T. M. All D A. Williams FOSSC Materials Laboratory, 47365 Geotcchnical Services Biwich Phone: 360-709-5457 Subject: SR-167, C.S. 1766, OL-2836 (FAX 360-709-5585) 84th Ave. S. to South Grady Way Culvert Construction - MP 25.7 PS&E Review Comments To: J. Johnson/N1. Quinteicro Project Office NW Region , NB82-ll l We have reviewed the plans and specifications of a proposed fish ladder for the subject project. The Plans were prepared by R. W. Beck for the City ofRciitan. We have the following comments: 1. The plans include a permanent sheet pile wall design.. This plan should be reviewed by Bridge c& Structuics. The designer should also snhmit their design calculations for review. 2. Figure 1, Earth Pressures for Pe ntanent Sheet Pile Wall. in HW A (TP.osciences Inc. letter dated May 12, 1998. This didgrdm is different than Figure 1 S presented in HWA report dated May 21, 1993 at the sLune location. See attached copy. • J.'he hydrostatic pressure diagram does not conform with thi:aurmal standard of practice. As drawn. the figure could lead to a non-conseivati vu design for the hydrostatic pressure against the wall. Typically, a rectangular distribution is used. • The test hori.ngs (14-1-97,H-2-97,H-1-62 and H-2-62) in the vicinity of the culvert show the depth of soft soil extending to between elevations -12 ft to -16 R. There is a layer of medinrn dense sand within the soft soil that varies between 5 ft to 7ft in Thickness. 1n test hole H-2-97,the top of the medium dcnsc soil is at approxiritutc elevation -1 ft. Relow the medium dense layer is up to 8 ft of soft silt to very luusc silty sand. The ings of test borings are attached. The earth pressure diagram does not reflect the soft layer below the mcditun dcirse sand layer(alhtvintn). The soft soils should be included in the design of the permanent sheet pile.wall. We recommend that the earth pressure diagram(Figure 1) be revised. JUN- 9-98 TUE 7; 46 AEI WSDOT/DnYTOFI 5TH FLF F X 110. 2064404805 P, LEVEL GROUND SURFACE SHEET PILE WALL HIGH WATER LEVEL H FILL IN FISH LADDER SOILS BOTTOM OF H - FISH LADDER H2 PEAT 3w H DEPOSITS ASSUMED BOTTOM OF PEAT/ORGANIC SILT D� LAYER EL = —I FT (NGVD29 DATUMS) ALLUVIUM D2 DEPOSITS 2002 39H1 48Di 30002 34(H2+Dl ACTIVE ULTIMATE HYDROSTATIC EARTH PASSIVE EARTH PRESSURE PRESSURE PRESSURE Tw = 62.4 pcf NOTES: 1. Recommended lateral earth pressures assume subsurface soils consist of loose to medium dense fill, soft to medium stiff peat and organic silt deposits and loose to medium stiff alluvium. 2. The coefficient of passive pressure includes the effects of wall friction. 3_ A factor of safety has not been applied to the recommended passive earth pressure values. 4. Minimum embedment depth, D2 should equal H. 5. All units in feet and pounds. I EARTH PRESSURES FISH LADDER FOR PERMANENT SR-167 CULVERT CROSSING SHEET PILE WALL RENTON, WASHINGTON PROJECT NO_:S91 g--J00 FIGURE: � JuII 9 9 TUD 7,. 47 AM WSDOT,'DA'l,"TOId 5TII TI T TAX,* 110. ^064404005 T', 4 C- cou r �R " SURCHARGE ' AL 11VE EARTH PPESSURE NET PORE PRESSURE PASSIVE EARTH PRESSURE NOTF• ALA UNITS )N F-f DESIGN PRESSURES FpR Es SHORING WALLS AT ae. S 1 T 1 A. L 1 120+70 pao�cc% 91 1Q1, 9 JUN- 9-98 TUH 7: 47 Ali WHOUDA1tTON 5TH FLP FAX" N0, 2064404805 P, 5 LOG OF TEST BORING iA Washington State VF Uff Department of Transportation HOLE No, H-1-97 PROJECT SR 167 New Culvert M.P. 23.66 Job No. OL-2836 S.R. 167 Station 1120+80 Offset 50.0' Lt. C.S. 1766 Ettuipment Mobile 8-40 Casing Augers Ground El 24.2 (7,38 m) Method of Boring Rotary Start Date February 5, 1997 Completion Date February 5, 1997 Sheet 1 of 3 E Standard SPT ti c y H ? Penetration o Z ac glows/6" '—' g m m W Description of Material 9 2 d elows(ft (N) E o in `. 10 20 30 40 1 ft.=0.3048 m. ::Y'I. i♦ 0 D-1 0.6 ft Asphalt. 11 Well graded SAND with gravel, rounded, subrounded 12 and subangular, medium dense, brown, dry, I I " " " • ' (23) homogeneous. Retained 0.7 ft. I I I f I I I I . I 1 D-2 GS SM, M,C.=14% 5 MC Silty SAND, medium dense, gray, moist, homogeneous, x I I I I (13) Retained 0.6 ft. k --2 I Y " 11 D-3 Silty SAND with gravel, angular, dense, gray, moist, z.. 17 homogeneous. 1$ Retained 0.7 ft. (35) 5 D-4 Silty SAND, medium dense, gray, moist, I 10 homogeneous. 3 12 Retained 0.4 ft. (22) 1 I I I 5 D-b GS ML, M-C.p l 6% 5 MC Sandy SILT, stiff,gray, moist, homogeneous. I I I 5 Retained 0.6 ft. 4 I i I I " 2 Q-6 �S SC, M.C.=35°6, PI=11 2 n1C Clayey SAND, medium stiff, gray, moist, 75 s p AL homogeneous. Retained 0.5 ft, I I I I I 5 I Unit Wt =115 pcf (13.07 kN/m3) II B u 7 Silty SAND with gravel, brown, moist. Recovered 0.4 ft. I I t D-3 PEAT, ORGANIC SILT and WOOD, soft, brown and dark brown, moist, homogeneous. 6 20 JUN— 9-98 lUH 7: 4U n1V1 WJUVTZDAYTON 5TR FLR Fn.�. 140. 2-064404U05 P, C] LOG OF TEST BORING ` Washington State HOLE No. H-1-97 7Ir Department of Transportation ` Sheet 2 of 3 PROJECT SR 167 New Culvert M.P. 23,66 Job No, OL-2836 ? E y Standard S?T Z o o m E r .o Penetration g1OW516, F `� Descri tion of Material G a C J N G ` 0 m b Blovrs/ft (N) B N 10 20 30 40 I , 2 Retained 1.5 ft, �^ I (3) I I I I I <•. I a U-9 Well graded SAND, loose, black, wet, homogeneous. C Recovered 1.0 ft. 7 I 1 D•t0 Silty SAND with organics, very loose, dark gray, x I I 2 wet, laminated. 25 ' 2 Retained 1.1 ft. (4) I I I I D-11 Sandy SILT with organics, soft, dark brown and 2 gray, moist, laminated. Retained 1.2 ft. 2 I r t41 8 D-12 9 10 30 10 I201 Poorly graded SAND, medium dense, black, wet, .... I I I I homogeneous. Retained 1.2 ft. x x I 1 x I I t I z x ■ x x I f I I 1 D-13 SILT with sand layers, soft, gray, wet, laminated. x x x I ' I ' 1 Retained 1-5 ft. I 35 x x x I I 1 x (2) z x I I I I x 11 x x ' x x I I Y Y I I I e U-14 Silty SAND, medium dense, dark ray, et. gray, I C homogeneous. I I I Retained 0.8 ft. I I I I I + I I I 12 40 t I I I I I I I I I I I + 1 I 13 I I I { I I I t I I I Well graded SAND, medium dense, dark gray, wet, I I I I I I g homogeneous. 45 �� M- 9-98 TUH 7: 48 AID WSD0T/DJT0N 5TH FLP, FA:Y: N0. 2064404805 P. 7 LOG OF TEST BORING Washington State Department of Transportation HOLE No. H-1-97 Sheet 3 of 3 PROJECT SR 167 New Culvert M.P. 23.66 Job No. OL-2836 c 5 Standard SPT i z o N m r PCneU9Tion Q BlowslF ma c Description of Material � E o d a Blows/ft INl E A ~ N 10 20 30 d0 1 I 1 9 Retained 1.2 ft. 14 I ' End of test hole boring at 45.5 ft, below ground ' elevation. I I I I I I This is a summary log of Test Boring. Soil/Rock descriptions are derived from visual field identifications and laboratory test data. I I I I I I I I t I I I 15 I I I 1 I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I 1 I 18 I I I I I I I I I I I I I I I I I I I I i I I I I I $6 I I I r I 1 I r I I I `17 I I I I I I I I I I I I I I t I r I I I I I I I I r I l I I I I 18 I I I � I t I I 60 I I I I I I I I I I 1 I I I I I 19 I I I I I I I I 1 I I I I I I fi5 I I I I I I I I 20 1 I 1 I I I I I ( I I l I I I I I I I I I I I I I 21 I I I I 70 JUN- 9-98 TUE 7: 49 AM VJSDOT%DAYTON 5TH FLP, F n"K ITO, 2064404805 P, 8 LOG OF TEST BORING Washington State Department of Transportation HOLE No. H-2-97 PROJECT SR 167 New Culvert M.P. 23.66 Job No, OL-2836 S.R. 167 Station 1120+90 Offset 70.0' Rt. C.S. 1766 Equipment Diedrich D-25 Casing HW Advancer Ground El 20.0 (6.10 m) Method of Boring Rotary Start Date January 30, 1997 Completion Date January 30, 1997 Sheet 1 of 3 m ? E Y Slsndard SPT N _ Penetration ~ m '. L o Blowsl6' m Deserlptlon of Material E e c o a` Slawsfft (N) E 1 ~ o 10 20 30 40 N 5 0-1 GS 1 ft,=0,3048 m. 6 MC SM, M,C,=1 4% 8 Silty SAND, medium dense, brown, moist, i I ' 04) homogeneous. .,.X... i Retained 1.1 ft. 0-2 Silty SAND, dense, brown, moist, homogeneous. t2 Retained 0.2 ft. 7 0-3 Silty SAND, medium dense, gray, moist, 8 homogeneous. Retained 0,6 ft, I 1 4 0-4 Silty SAND, medium dense, gray, moist, 7 homogeneous, 13 Retained 0.7 ft. _ 3 10 ' 2 0.5 GS SM, M.C.a 26% K:• i I 2 MC Silty SAND with organics, loose, gray and dark brown, wet, stratified. x Retained 0.7 ft. x,.,.. I I J x�+ ' PT, M.C.-158"o, unit weight = 76 pcf _ i I S-5 oN PEAT, medium stiff, dark brown, moist, homogeneous. ),, ,t, , Recovered 1,3 ft, Y I I I 15 'k x„ I I 1 D•7 PEAT, ORGANIC SILT and WOOD, soft, brown and 1 dark brown, wet, laminated. — �` Retained 1.3 ft. � 1 1 `,,, I 0! V, t, I ML, M,C.=40°0, unit weight = 90 pcf I ' , S-8 CGS Liquid Limit before oven drying = 31,54% MC Liquid Limit after oven drying = 24.31% AL ORGANIC SILT to SILT, soft, gray, wet, CON homogeneous. '� Recovered 2.0 ft. JUN- 9-98 TUE 7: 49 AM WSDOUDAYTON 5TH FLR FAX N0, 2064404805 P, 9 LOG OF TEST BORING Washington State Department of Transportation HOLE No. H-2-97 Sheet 2 of 3 PROJECT SR 167 New Culvert M,P. 23.66 .lob No. OL-2836 o Standard SPT z o c c = Penetration m d 2 a s E Blows/6" a c Description of Material 2 G T a Slows/ft IN) a �'. ~ � N z 10 20 30 40 x I I I I 2 139 Poorly graded SAND, medium dense, black, moist, I I I 6 homogeneous. I I I 11 Retained 1.1 ft. I I I I (17) 7 I I I I I I I I • I I I I I I I I 26 I I I I I r s I ' 2 D•10 Well graded SAND, medium dense, black, moist, I ••• I I e homogeneous. 9 Retained 1.5 ft. (ts) Note; 0.5 ft of heave in casing, I I I x ", I I I 1 0-11 GS ML, M,C.=53% x x x i , i 0 MC SILT,very Soft,gray, wet, homogeneous. x x x I I I 1 AL Retained 1.5 It, x I I I r 11) 9 x x x 30 x x I I X { I I I x x I I x x x I x Loose, gray, we[, homogeneous, x x I I x Recovered 2.0 ft, x x I I I I x t I I I i •. •-7Q j,,; I I I I 2 0-13 Silty SAND, very loose, gray, wet,homogeneous. ' 2 Retained 1.5 ft, 13) x I I I 35 , I I 1 j o ,a ? I is D-14 Wall graded GRAVEL with sand, rounded and 17 subrounded, dense, gray, wet, homogeneous. I 15 Retained 0.8 ft. (32) t I 1 1 • �• I I � 1 12 0 o J 40 O O , O O I I 1 I o I I 5 D-15 Silty SAND with gravel, subrounded, medium dense, a 6 gray, wet, homogeneous. I I 10 Retained 0.8 ft. C • I I I { 116Y 13 . •, I I I I C I I I I Well graded SAND with silt, medium dense, gray. I I I wet, homogeneous. JUN— 9-98 TUE 7; 50 AM WSDCT/DnYT�CId 5'TH FLF F,-A, Ids, ?Orr4f0�805 1 . LOG OF TEST BORING _1, Washington State V7400't Department of Transportation HOLE No. H'2-97 Sheet 3 of 3 PROJECT SR 167 New Culvert M.P. 23.66 Job No. OL-2836 CL E _ Standard SPT z o _ c o L - Penetration v y 2 a E c 81aws16' n „ Description of Material a 2 m a Blowslft (N) C o ° Y o y � r = 10 20 30 a0 o Retained 1.5 ft. _. 14 1 I o , , 2 D•16 I I I I 11 (17) I I I O 1 I I 15 1 I 50 I ° I 1 s D•17 Well graded SAND with gravel, rounded and p 1 l 12 subrounded, medium dense, dark gray, wet, ' 1 ' 12 homogeneous. I 1 (2a) Retained 0.8 ft. 1 I 55 1 I 1 17 I I I 1 I I 8 o•ts Well graded SAND, medium dense, dark gray, wet, ° 10 homogeneous_ I I I I 12 Retained 1.5 ft. ' I (22) End of test hole boring at 57,5 ft, below ground I I I elevation. 1 + l I - 18 1 I This is a summary Log of Test Boring. SoilrRock 1 ' ' descriptions are derived from visual field 6o I I I I identifications and laboratory test data, I I I + l I I 1 I , I 1 I I I 1 I I i I I r I I i 1 I I I l 65 1 I I + I I 20 I I 1 I I + I I i 1 I I I I I I I 1 I 1 I 1 I I I I 1 1 I I r I I I I I 21 I I I 1 70 JUN- 9-98 TUE 7� 51 AM WHOT,,'DAYTON 5'TH FLP F.kX 11^. 2_064404805 P• 11 LOG OF TEST BORING A111111111111k Washington State MA POO k Department of Transportation HOLE No. H-1-62 PROJECT Kent to Renton .lob No, L•1453 Seattle-Bow Lake Water 0-xing S.R. 167 Station L 1121 +67 Offset 50' Rt. C.L. C.S. 1766 Equipment Casing 65.0' Ground El 12.3 (3.75 m) Method of Boring Wash and Rotary Start Date April 10, 1962 Completion Date April 10, 1962 Sheet 1 of 4 m E Standard Sp'r 4i z2 o N Q. c N - Penetration 81ow:/6 m 3 E a '0 " -2a Description of Material om a` Blows/ft (N) C ~ e N 10 20 30 40 o I I I I ' I I ' I I o Pipe Dike Fill Material, Foreign SAND and GRAVEL. �7 o• , 4113/62 I I A U-1 MC M.C, = 86%(A), 182%(8), 151%(C), 259%(D) t B Fibrous PEAT, very soft, brown, wet, ,I r, 0 I I C Retained 1.0 ft. D I I d I I 5 L I I I A U-2 MC I I B CN C M,C, = 538%(A), 441°o(B), 459%(C), 315°/u(D) 2 I I D Fibrous PEAT, very soft, brown, wet. is I I Retained 0.7 ft. x x U-3 MC x x•x CN M.C. = 38%(A), 38%(B), 33%(C) SILT and x x I I extremely, fine SAND with occasional thin tense of x x x , i clay,very loose, gray, wet. x I , I Retained 1.0 ft. 3 ' x x I I i 5 D-4 10 x 'x x I I 2 Y Y I I 1 Y. I I I 2 Very fine SAND with thin lenses of silt, very loose, x I stratified with very clean SAND. x I Retained 0.5 ft. ' r I . X I I I I _4 L I I U-b No recovery. I I X I I I I X I I I I • I I r I I i5 x i A U-6 MC M.C. = 47%(A), 33%(B), 290"0(C), 29%(D) ". CN SAND with silt and gravel, gray, wet to moist. C 5 •. x � I � I 0 x ' 4 0.7 • I r Y I I 4 x I 4 Y I a loose x I I (8) No recovery (sample lost). X I I I Note: same material as D-4, I I JUN- 9-98 TUE 7: 51 AM WSDOT/DAYTON 5TH FLR FAX NO, 2064404805 r' 1 LOG OF TEST BORING AM,, Washington State VF rAVF Department of Transportation HOLE Na, H-1-62 Sheet 2 of 4 PROJECT Kent to Renton Job No. L-1463 I E Standard SPT a z Penctration m Z 3 a $ o Blows;G' g a m Description or Material c ? a m Blows/ft (N) is E I- 10 20 30 40 V ��I I A U-8 MC M.C. = 55%(A), 50%(S), 56%(C), 39%(D), to CN CLAY with silt, gravel and sand layers, gray, very I I I F soft, wet. Note: Rod sank under own weight- 1 = I I I Retained 1.3 ft. 7 7 I r I - I 1 1 I I I I I c I I I I I I I 25 : .a• I I A U•9 MC M.C. 17%(A), 18%(B) 8 CN SAND with gravel and clay, gray, moist, slightly compacted, Retained 0.7 ft. o' I I I I I I I ° I I 13 0-10 SAND with gravel and silt binder, medium dense, 7 gray, I I I I 8 9 'a I I (1 4) 30 .•,a I I I I 'p' • ' 1 I I 1 7 D-11 Fine SAND with thin lenses of coarse sand, fine o I I 10 gravel and silty binder, medium dense, gray. a' I I r I 4 I 10 ','a ' I I I I 11 1 I I I •0' I I I I �- . O I I I . I I I I 6 D-12 Loose, 4 No recovery (lost sample) 5 r I I 9 Note: Shell scattered throughout at depth of 38 ft. I I I i I • I I I I I I 1 I ` 5 D-13 Sand with gravel and shell fragmenzs, medium I I I 6 dense, gray. ••a I I I 10 fl I 13 (1 6) 13 a • I I I I i I I i I 1 I I JUN- 9-98 TUE 7: 52 AM WHOUDAYTON 5TH FLR FA:x NO, 2064404805 P. 13 LOG OF TEST BORING Adak, Washington State 7 UP Department of Transportation HOLE No. H-1-62 Sheet 3 of 4 PROJECT Kent to Renton .lob No. L-1453 i m E j m StandCL ard SPT > Z a m c o Penetration Blowsl6' p1 c v a r E a a 61awslft tN1 Ll a Description of Material c 2 10 20 30 40 • I I I 9 0-14 SAND with gravEl and small amount of silt binder, o ' I I , , 14 dense, gray, t4 I I 12 ° I I 12 Encountered piece of wood at depth of 47 ft. I 1 I I a" , I , •O• I I I I 15 I I I 50 ,O . I I I I I I I Q_15 Now One foot seam of fine SAND encountered at 1 a depth of 50 ft. Sand caved back in casing o� ��o I I I I 29 approximately 3 ft. Sandy GRAVEL,rounded, subrounded, and subangular, dense,gray. O• I I , 1 0 O I ! I I o . o I • o• 1 I I I 55 0 Note: Hit boulder at depth of 55 ft, Rotary used to o 'o c 22 D•16 clean casing from depth of 56 ft, to 63 ft, 17 , ,d Sandy GRAVEL, rounded, subrounded, and o , �o 30 subangular, very dense, gray. 31 1 •o I I I I (5d f , 3{ O O I I ! 1 B 0 ,O O I I I I I O O 1 I I ,O• I I I I 19 O Q I I I I O I I I I O ,O O o I I I I 65 0 . o > 13 D-17 Sandy GRAVEL, rounded, subrounded, and 20 30 subangular, very dense, gray. n o ' 33 1 I , 12 j (63 Note: Encountered dense, ground bearing material. ' o• , I , I I End of the Test Hole Boring at 68.0 k. below ground 21 I I I elevation. I I I I I I I I 70 - —-- _iUN— 9-98 TUE 7: 52 Abe WSDO'T/ AY'TON 5TH FLP FAX NO. 2064404805 F. 14 LOG OF TEST BORING Washington State V UP Department of Transportation HOLE No. H-1 -62 Sheet 4 of 4 PROJECT Kent to Renton Job No. L-1453 m E = Standard spf H N - Penetration uon of Material E Dascrip y o Blowsl6' p d d Q Blows/ft (N) E b J ~ o e In v l _ 1_0 20 30 40 I + I I Water Table Elevation: 1.9 ft. I I I I I I I I 22 , Inspector's Notes: I I Samples damp throughout. lost water partially in sand seams. Went back in hole and chopped to find ' depth of soft layer at depth of 66.5 ft., but stratum hardened up right away. I I I I I I I I This is a Summary Log of the Test Hole Boring. Soil/Rock descriptions are derived from visual field 23 I I identifications and laboratory test data I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I 26 , I I I I 80 I I I 1 I I I I I 1 I I I I I I I I I I I I I I 25 I I I I I I I I I I I I I I I I - I I I I I I I I 85 I I I I I I I I I I I I I I I I I t 1 I I I I I + 27 1 I I I I r I I I I I I I 90 I I I I I I I I I I I I 28 I I I I I 1 I 1 I I I I I I I I I + I 1 I + I I I I I I I I 95 JUN- 9-98 TUE 7: 53 AM WSDOT/DAYTON 5TH FLP, FIn NO, 2064404805 P. 15 LOG OF TEST BORING Mr Washington State Department of Transportation HOLE No. H-2-6240 PROJECT Kent to Renton Job No. L-1453 Seattle-Bow Lake Water O-zing S,R, 167 Station L 1121 +84 Offset 48' Lt. C.L. C.S. 1766 Equipment Casing 3" X 65' Ground El 12.9 (3.93 m) Method of Boring Wash Bore Start Date April 17, 1962 Completion Date A rii 17, 1962 Sheet 1 of 3 m E Standard SPT > Z C d L = i Penetration o f31ows/6" a a a J y Description of Material z a Blows/ft (N) E E 3 � 10 20 30 40 N Pipe Dike Fill Material. Foreign SAND and GRAVEL. I I I I I I I I I ' ' U.1 ' A M.C. = 101%(A), 168%(B), 83%(C) Q 1 n . �. , , e Fibrous PEAT with clay, sand, silt and wood, very C soft, brown. Retained 1.0 ft. 4/17/62 1 I U-2 A M.C, = 350%(A), 67%(8) 2 I i I a PEAT with clay and sand, brown to gray. Retained 0.7 ft. Y I 1 X.x U_3 A M.C. = 29%(A), 29%(B), 29%(C) Extremely fine SAND, SILT, to sandy SILT, gray, X• - I C moist,silt layers and occasional thin Tense of clay. z I Retainod 1.0 ft, to U•s I I No recovery (sample lost). Y I I I I • .X I t I I X. x I i 2 0-5 SANG, loose, gray. X I I I 3 7 •-z I I I 11 X I I (10) U-6 A M.C. 28%(A), 26%(B), 30°'o(C) I I I g SAND with layers of sandy SILT and SILT. C Retained 1.0 ft, 5 .X • I I I •X I I Y I I I 8 H.7 Medium dense 10 No recovery (lost sample). ' I 1 •_, I I I I 10 X , I I I 7 x I I i (20) z I 1 I I k•. I I 20 _iUF 0-98 'TUE 7, : 53 "I'M WSDOT/D�1YTDN 5TH FLP FAX CIO, 2064404805 P. 16 LOG OF TEST BORING AOL Washington State VFW Department of Transportation HOLE No. H-2-62 Sheet 2 of 3 PROJECT Kent to Renton Job No, L-1453 v _ E Standard SPT z ° d Penetration d Z a ; E t ° BIo�V3l6' a a s J v Description of Mjterlal c Ca Blowslft (N) A F ~ P c 10 20 30 d0 v C) U-8 A M.C. = 44%(Al, 49%(B), 50%(C) S Clay and Silt with transition to Silt with clay, gray, I C wet. Tube B contains clay pocket. I I , Retained 1.0 ft. I Note: Push rod in with wrenches. u I I I U-9 CLAY, very soft, gray. Note: Poor recovery, sample discarded. Note: Rod sank under own weight. I I t I 25 fl U-10 A M.C. = 24%(A), 30%(3) ' B Silty SAND with clay and pea gravel, slightly I I I I I compact, gray, moist to wet- Retained 0,7 ft. 2 0,11 Fine SAND with thin lenses of coarse sand and fine GRAVEL with silt binder, loose, gray, slightly a 3 compact. I 9 I r I I ° I 30 ' I I I I • I I I O I I I I I I I M.G. = 20%(B), 18%(C), 19%(D), 241a(E), 22%(F) U t 2 o SAND with gravel to CLAY and SAND with sand I I 1 I Q•; . p pockets and gravel to silty SAND with clay layers, gray. ° I Retained 1.7 ft, • I I I I I I I 35 e I + 11 0.13 SAND with gravel, medium dense, gray, compact, + 11 silt binder and a trace of fine gravel interbedded with • 'n- I I I I 12 shell fragments. 12 Retained 1,7 ft, • a ' I I I I 123 1 I t I • I 1 I I 12 • Il I I I ao I I I 3 0-14 SAND with gravel, loose, gray, slightly compact, silt y I I I a binder and a trace of fine gravel interbedded with shell fragments. 7 Retained 2.0 ft. I I I + (1 0) I I fl I I I 13 • I I I I 45 _ JUN- 9-98 TUE 7: 54 AM WSDOT/DnYTON 5TH FLP, FAx NO, 2064404805 P. 17 LOG OF TEST BORING A911111111111, Washington State MoDepartment of Transportation HOLE No. H-2-62 Sheet 3 of 3 PROJECT Kent to Renton Job No. L-14S3 m _ E w Standard SPT la Z Z o m t m Penetration m ;, o Blows/6' a 2 a Description of Material Cy Blavrslft (N) E e c rn rn o 10 22 30 40 s D-15 SAND and GRAVEL, medium dense, gray, compact, 10 silt binder, 14 11 Recovered 1.7 ft. -7 p' I 1211 0 I I I I I .•Q' I I I I I I I I I 1 10 D•16 SAND and GRAVEL, dense, gray, compact, silt 0 1 I I 13 binder. + I 19 Recovered 1.3 ft, I I I 11 O .O 4 I I I 132 18 0 O I 0 O I I + 0 ' I I I 55 ,c I I I 3 > 17 D-17 Sandy GRAVEL,very dense, gray, small amount of 0 o I I I 3o silt binder. 23 Recovered 1.5 ft. 0 O I I I i 0 23 j (53 0 •o O e I I I 18 •O I I f I 0 'O 60 °. 1 1 2 0_18 Sandy GRAVEL. medium dense, gray, small amount o . a o I I 4 of silt binder. 12 Recovered 0,7 ft. ' •o' , I 1 I 13 •o . I I I I Q 0 I I o •o I I � 1 - •O I I I I 55 10,0 . d I , I > 25 o-t9 Sandy GRAVEL, very dense, gray, small amount of 20 .0. I 27 silt binder. 0 o I 30 Recovered 1.5 ft. 31 4 O t 1 I (57 I I I I I End of the Test Hole Boring at 67 ft. below ground elevation. I , I Water Table Elevation: 9.9 ft. 1 I I This is a Summary Log of the Test Hole Boring. I ! Soil/Rock descriptions are derived from visual field 2t I ' identifications and laboratory test data. I I I 1 L �o T I '_1______'_'1---------------- 1UN- '�-9�� TUE 7 l� -T 'L�;.iT-P1 5'T'H FIPUb . :OU�� F, lu ' J. Johnson/M. Quinteiro June 3. 1998 Page 2 3. PLAN SHEET - DP3 - Section A and Note 3. • The detail shows approximately 8.5 ft of over-excavation below the new culvert flow line. Ground water has been observed between approximate elevations 12 ft and 9 ft. in the vicinity of the fish ladder. The headwall detail is not constructible as drawn. The detail calls for Gravel Backfill compacted to 95 %of maximum density. It is unlikely that gravel backfill can be compacted below approximately 10 ft of water. • Dewatering should not be allowed for the subject project. Dewatering will likely result in major settlement to the existing SR-167 roadway and could affect the adjacent utilities. • If the Pipe Ramming Option is selected,there is a potential problem with sequencing the construction of the headwall excavation and the ramming pit. Both the pit and the headwall excavation will likely require a cofferdam and seal in order to construct the proposed project. If you have any questions regarding this memorandum, please contact Donald Williams at (360) 709-5457. TMA:daw DAW Attachments cc: Joe Haukap, Plans Office.NW Region, NB82-111 Paul Johnson,NW Construction,NB82-114 EXIS,ING HIGHWAY F-NABANKMENT 1 ho P r EIABANKMENT FILL ` hz p, P' P2 � - ---5 � T` I SOFT SILT h3 hw & PEAT CXD o - h o e Pv Po co c-r SILTY FIVE h SAND ' �[ R P w { NET PORE AGnVE EARTH SURCHARGE PASSIVE EARTH PRESS PRFS4IRF PRESSURE w � NOT TO SCAI.� L, r a p= t 8h, SURCHARGE A CTIVE EARTH fj= 35Fy PRESSURE P•= 120hz ps= 120h2+ 50(h3+ h•) ps= 35h t + 15(h.,+ h.) 97— Pe + I Shy �n NET PORE 62.4 hw PRMURE w_ -� Pv= 5Ch• -' PASSIVE EARTH Pa= 100h+4 -i PRESSURE p,= P,o + )20h, NOT-=: AU. UNITS IN FEET AND POUNOS SR-167 H01 `TONG iM JUN— 9-98 TUE 7: 55 AID WSDO'T%DAYTON 5TH FLR FAX NO. 2064404805 F. 20 Q PLOTS SStiD ATESSS SS$DE SIGN FILENAME$$SSS$ SSUSERNANEU we..ie.mn�.xreo,�•a-ae o�.,p a� P a� " gym eggs Z u o U 1 > io I Pl ------------ --------- ell FLOW 1 I A N � i. Z O Sg 'P �8 - �I-�•e 8 r-o-,m e" "' SF, OL LANES W r„4v JSE Sri �1 J c co Uri 1� yp, DESIGN PRESSURES FOR LANES SHORING WALLS AT STA. L 1120+70 PROJECT: 91 1 01 —2 FIGURE 15 M07 t. mm Cw"C�a to bmT a wn_n.m s"OM wac M sun raL 1 A ODOW R DOAL St 4A5 40M■/AdL 3, Dith"K UMM`WADMA4 FM M 9iTAHL 9[,Aw,wWMAL AS OC MmmD e7 W U40HUR cow^C"ouvC&kwu T% w O[NAM&SA 004M. 4. s�m ft-r Swu ec orst"Pp" TO owcrrmpc-"ff wanes 1 fVwX S•�L e[TPC 7 AS 9CM1 Of rort-Mw rw}wum wns DOG L-1 F%I vnetw w.*v.Tak ' -t =i r; ,r COPC� LCG.mm L-04 * i AMQY _rLQw RCUNDED 3AA. i� PLAM 3/16 welt /� I SECTION o 1 PRELIMINARY SR 167 DPJ 84th AVE S TO S GRADY WAY 0 F1Sd LADDER CONSTRUCTION, SHEET RECEIVED Aft MAY - Washington State Northwest Region , ���� Department of Transportation CITY OF RENTON Sid Morrison �rl�� ; PUBLIC WORKS ADMIN. Secretary of Transportation April 29 1998 City of Renton 6C_ Dal- Attn: Gregg Zimmerman Agency Administrator City of Renton 200 Mill Ave. S. SR 167 Renton, WA 98055-2189 84th Ave. S. to S. Grady Way, Stg. I Attention: Sandra Meyer Letter previously sent to Sandra Meyer Construction Permit - 167REN03 Dear Mr. Zimmerman: The State is currently preparing plans for the referenced project. This project will construct ramp widening, install drainage and install SC&DI lines. A drainage structure will be installed to the west of SR 167, see attached plan sheets for location. The access to the area will be hard to reach from the highway. We would like permission to use East Valley Road to access the work site. It is anticipated the work will take approximately one week for the installation, which we hope will occur this summer. In addition, the contractor will have landscaping work to do at the site in the fall. It is expected the landscaping will take approximately two weeks. The contract has provisions for street cleaning and traffic control for this area. The contract is scheduled for an ad date of May 11, 1998. The State is requesting that this letter represent authority from the City for the State and it's contractor to work on existing City right-of-way as shown on the attached plan. We are transmitting two original copies of this correspondence. Please sign both copies and return one for our files. If you have any questions, call Joslyn Slaughter at 206/440- 4725. Sincerely, 4=NCE G. PAANANEN, P ansAid Engineer rty of Renton Date Title I'Ur uC 024kr-A x1ey /,M)7) TGP/JLS/js Attachment cc: TransAid file: SR 167 -Construction Permits 167RGN03.2.LTR.doe T o 23N o R o 5E o W . M . L �t t N M co N 3 ' N C i M 00 N 11 Ln STORMWATER DETENTION N FACILITY v EE 978+65 '^ 30' CONSTRUCTION ACCESS FOR STRUCTURE 018-7 00 SEE SPECIAL PROVISIONS WETLAND AREA P-3 01 � I _., _ _ _ c --_c---- =-=y- -y---y-'-z---- - - - - - -c- -c- Jc L -c- -�- - - - - - - -c- - ---- I 1------- ------------------------ --y= - _ c - -c- -c- -c- -cti -c- -c- ----- ec-=r=-=tiz= - - - ----- - - - - - -- - - - - - - - - - -c - c- -c c- -c - -c- -c- -c- -c- -c o — - - -—- — - - —- - - - - - --------------------- - - - -- ---------- - - - - - - -- - - - - - -— - - - -77 :•`';': ------------ \ `L o ----- --------------------------------9 8 5 -----------------------------—--------- ____ ____ ------------- ------------------------- J . —.__— —_----_--, -----__ _-____{}____ Ln 9 8 0 -_—————— -———————— �R- - ---- -------- -------------------- ------------- ---------------------------------------------------- ----------------------------------------------------- _ _ ------------------- _====_--------- — -—————---_—_—_—_ ---------------- SR ----= __ ii - --- _--- -- _ _.c=----- ----------- ______ Of ____ — ---_ --������--------- ----_ - --- _ ______ _EE—L LI�E�_ _— —____--——— _ — _ — ----� ————-- ----------------- W _____ itI ----------------- ------------- _� w Nv 13 c ____ _--_ \\ Q -------- ------- _ -- --- - ---- 1 Il _ --- - -- - 3-------------------------------- - ------------_____ __-------------- ====_________= ------- ---------------------------- ---------------------------�------------=------------- - _ ' --------------------- II ---- --____-___ ____________' ---- -------__---=_-____= z ------------------- -- - ------------- - - - - ---------- -------- ---- ------- --- -- - --------------------------- ----------------- -- __ --- ------- L. . .::. .:::::. . . . . . . - ►- IA - ---__- _ ........ ....... .... .......... . . . . . .... . -------------- WETLAND SITE H LEGEND _ I -G— —G— EXISTING GAS PIPE LINE I I— DRAIN PIPE (SLOTTED) WETLAND -0- -0- EXISTING OIL PIPE LINE I I.— NEW CULVERT PIPE 0 CATCH BASIN -BP- -ea- EXISTING BURIED POWER LINE D FLOW CONTROL STRUCTURE (FCS) f 8-SEWER CLEANOUT -op- -op- EXISTING OVERHEAD POWER LINE �- DITCH OR CHANNEL rn EXISTING CATCH E(A51N -S- -S- EXISTING SANITARY SEWER LINE -BT- -BT- EXISTING BURIED TELE.CABLE >>uD- ECOLOGY EMBANKMENT EXISTING GRATE ;N�E:T 0 50 100 -oT- -oT- EXISTING OVERHEAD TELE.CABLE ® SAMPLING STATION VAULT �- EXISTING DITCH OR CHANNEL SCALE IN FEET -w- -w- EXISTING WATER LINE RIPRAP OR QUARRY SPALLS __________ EXISTING CULVERT OR STORM SEWER PIPE uua, TAT FED.AID PROJ.NO. ENVIRONMENTAL AND ENGINEERING DESIGNED BY 8. GREEN 10 WASH SEMCE CENTER M. LABORN SR 167 ENTERED BY CHECKED 8Y M. ASKARI +a.w.a Washington State 84TH AVE SO TO SO GWY WAY D 19 PROJ. ENGR. J. JOHNSON 98W006 �I/ Department of Transportation STAGE IA 64 REGIONAL ADM. J. OKAMOTO 64 DATE DATE REVISION BY ��Mo. DRAINAGE & EXISTING UTILITY PLAN 2062 511E[TS To 22N o R o 5E o W . M . To23No Ro5Eo W . M . U G� •NOOYER PARK ■ u> 68 iH AVE S I I I ANOOVER PARK / SOS m l0 m T 68TH AVE S 65--A y `Tr y O ' r�r,►iL ANaovER PARK IT, =N mN At" P NPAPA-. PAPA - .r ........'v>.. ... ..��. ^ 61 itO' BEGIN PROJECT r�Fr'r �_ `�°" - _ N N SR 167 C MP21 . 30 ''' 7STM AVE z z,KrA vE „' _N STA. L 891+00. 00 7z�o ti ;+ ;+ . Q N (V N :END PROJECT z z yTo SR 167 ettN AYE S Z MP 26. 28 e.rN A AYE S -tii �. T . Q E EE 1000+96 . 00 ... R. 4 E. W.M. ...... ... .......... R 5E W M. .. ..----•-• a GARA4 .. r LINO AvE S7f = a — WETLAND MITIGATION SITE = N "-'"" '"`�:•:<:<-:._ 4 A PAPA.. :� .: VE YKIEr qp = N � / AY . IODP,, AVE SE - PAPA-T....................................-. ... ! :. ................ . ............ -...- ..-.-._- A - PAPA.: N N ..................................... LS'rT'O X. - ...........PAPA...-.............-. _.. 45 w a � � 'JC AUBURN ae�yo 108TH AVE SE SIS n. `� ,. 1V 108TH AVE SE R `V T0 0 PAPA... • PAPA.. _ �� rKLEr Nwr NN:n SR 167ZE MP :15.77 CIc c � DIY Q STA: LM � 598+60.6 = �i� ac cic� VPAM CI N N W MM W Mt ST � Q1i_ Y' :ST B!/FWGrFY LLj I z u" - 6f� 1:f P� env P��oN 2000 I SCALE IN FEET _� DESIGNED 1 i FED.AIO PROJ.NO. .o, TAT ENNNtppl ENTERED BY Y M• LA80RN I MENTAL AND ENGINEERING M• LA80RN I 10 (MASH SERVICE CENTER CHECKED BY M. ASKARIAN REGIONAL AL A* J. JOHNSON I �� SR 167 REGIONAL wow• J• I 98WO06 Washington State 84TH AVE SO TO SO V 1 OKAMOTO � I � GRAOY WAY I DATE DATE I m'r""`T i0- A Department of Transportation STAGE IA REVISION I BY s»ccT i Fct Z7-Zl/-) THE CITY OF RENTON DEPARTMENT OF PLANNING/BUILDING/PUBLIC WORKS FOURTH FLOOR 200 MILL AVENUE SOUTH RENTON, WASHINGTON 98055-2189 FAX: 235-2541 To: Larry Huggins Company: WSDOT Phone: 206-440-4180 Fax: 206-440-4810 From: Ron Straka Company: City of Renton Phone: 425-277-5548 Fax: 425-235-2541 Date: 05/01/98 Pages including this cover page: 3 Comments: Attached is the recorded drainage easement across the Strada Da Valle Partners property that is needed for the SR-167 Culvert Project. - - - _ _. xenton Municipal Building ._.... pL;i ` 200 Mill Ave. S. By ���< � Renton, WA 98055 DRAINAGE EASEMENT THIS INSTRUMENT, made this day of 1991 Tuna __ f by and between and < <- rn Stra ria Da Val la Pa rt-n archi _�_ A-� a Washington. genera 1,- and o er 1na ter ca a raptor s an the CITY OF RENTON, aL un' c al i Corporation of King County, Washington, hereinafter called "Grantee-t'!-.c if WITNESSETH: - C. „7. That said Grantor(s), for and in consideration of the sum of $ _0_ paid by Grantee, and other valuable consideration, do by these presents, grant, bargain, sell, convey, and warrant unto the said grantee, its successors and assigns, an easement for drainage purposes over, through, across and upon the following described property in King County, Washington, more particularly described as follows: THAT PORTION OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 30, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHWEST CORNER OF SAID NORTHWEST QUARTER; THENCE SOUTH 01°52'25" WEST ALONG THE WEST LINE THEREOF A DISTANCE OF 100.05 FEET; THENCE SOUTH 89°55'56" EAST 30.02 FEET TO THE EAST MARGIN OF EAST VALLEY ROAD AND THE TRUE POINT OF BEGINNING; THENCE CONTINUING SOUTH 89°55'56" EAST 78.94 FEET TO THE WEST MARGIN OF S.R. 167; THENCE SOUTH 09°26'41" EAST ALONG SAID WEST MARGIN 58.36 FEET; THENCE NORTH 89°55'56" WEST 90.40 FEET TO SAID EAST MARGIN OF EAST VALLEY ROAD; THENCE NORTH 01°52'25" EAST ALONG SAID EAST MARGIN 57.59 FEET TO THE TRUE POINT OF BEGINNING. Said heretofore mentioned grantee, its successors or assigns, shall have the right, without prior notice or proceeding at law, at such times as may be necessary to enter upon said above described property for the purpose of constructing, maintaining, repairing, altering said drainage easement, or \ making any connections therewith, without incurring any legal obligations or liability thereforq, provided, that such construction, maintaining, repairing, n altering or reconstruction of said drainage easement shall be accomplished in such a manner that the private improvements existing in the right(s)-of-way shall not be disturbed or damaged, they will be replaced in as good a condition as they were immediately before the property was entered upon by the Grantee. The Grantor shall full use and enjoy the aforedescribed� Y � Y premises, including the right to retain the right to use the surface of said right-of- way if such use does not interfere with installation and maintenance of the drainage easement. I:owever, the Grantor shall not erect buildings or structures over, under or across the right-of-way during the existence of such drainage easement. This easement, shall be a covenant running with the land and shall be binding on the Grantor, his successor, heirs and assigns. Grantors covenant that they are the lawful owners of the above properties and that they have a good and lawful right to execute this agreement. and '4 CZk 40927 1 R and RFCrf F 6.00 Gary M. erlino, Partner and CAS.HSI S STATE OF WASHINGTON) ) ss COUNTY OF KING ) On this day personally appeared before me C/� ry0 and to me known to be the Andivicluals aescribed in and who executed the within and foregoing-instrument, and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein mentioned. 1990.Given under my hand and of,,,cgM��i,,al this 11 �` day of J V A-,e , �pLJNtysd!p�� VJ:i)y �4N •S881' �i �� WASj�}��,�.. � ¢•0 NQZ A PUBLIC in and for t e d t e of 4S"S hgton, residing at ov GAO ` JU I I U O IO 5 89'55'56' E 30.02' )8.94' �I Ul cp 1 rn c N N 89-55'56" r N t`• N N s o t; /C)'y� GO �F --:50� !It.r g a � JO/y fl ' ST BUSH ROED&HITCHINGS,INC. ' CIVIL ENGINEERS&LAND SURVEYORS'-�� i as S-TTLE,WASHINGTON � 323'4144 �trwc::�ggiae�rl�w+Duiuwu „saz,�eev��,�.,In�!no�,r ,,�i ; —MM: Ground and Surface Water Monitoring Data Along SW 23rd Street Channel Between Lind Ave and E. Valley Rd. 10 9.92 1 ' 9.21 9.09 9 9.09 8.85 8.86 8.66 8.57 8.22 8 .08 8.07 It 7.92 7.64 .57 (7 Z 7.27 7.32 .09 m 7 — - —0 GW-9 > 6 5 a� J .. 6.62 f GW-10 d A16 to .27 GW-1 1 6 �E—Ditch@Lind --A Ditch@EVR See notes on attached data sheet. 5 = F 4 6-3-97 6-20-97 6-30-97 7-25-97 8-5-97 9-5-97 10-6-97 1 1-7-97 1 2-5-97 1 2-31-97 Date Water Levels Were Read GWG_2.DAT Measure Down Raw Readings Date gw-9 gw-10 gw-11 ditch@Lind ditch@EVR 6-3-97 5.9 1.85 35.5 22.2 6-20-97 See note 1 2.15 41.8 29.5 6-30-97 See note 1 2.15 42 30.25 7-25-97 See note 1 2.96 42.5 34.4 8-5-97 See note 1 3.32 8.8 42.1 35.9 9-5-97 See note 1 3.32 8.45 45 37.2 10-6-97 6.65 2.22 7.5 40 28 11-7-97 5.25 1.83 5.15 16 22.3 12-5-97 6.2 2.03 6.89 38.28 24.36 12-31-97 6.25 2.03 7 39.36 27.84 Raw Readings Adjusted to NGVD Date gw-9 gw-10 gw-11 ditch@Lind ditch@EVR Ref. Elev 14.47 11.24 15.07 10.6 11.18 6-3-97 8.57 9.39 7.64 9.33 6-20-97 9.09 7.12 8.72 6-30-97 9.09 7.10 8.66 7-25-97 8.28 7.06 8.31 8-5-97 7.92 6.27 7.09 8.19 9-5-97 7.92 6.62 6.85 8.08 10-6-97 7.82 9.02 7.57 7.27 8.85 11-7-97 9.22 9.41 9.92 9.27 9.32 12-5-97 8.27 9.21 8.18 7.41 9.15 12-31-97 8.22 9.21 8.07 7.32 8.86 Notes: 1. GW-9 was dry at time of reading. 2. 3. Page 1 S�b��at 4i /7 0)"/ 1 b ?�/�, S-�no t"7 C 62 CA9N IL S " F = ao G,-u'iy Z '�'�'',�' `'� bZ G���y 71b trs�) �n�f�°� • •,.,�bP R8 Gnt-r/v s.��a�. �-. .�/a /bs '/ L6 I I I M � L — i j I f I(➢ � 1iSY t� !X • rexe �'�sc3�"t!7 �rx I x 't✓_T Y 9 r x .Y I � 7 I�nLr�99'9x KY U X GL l II LL 9 x I X x CYY x 9C'9 x I i i III II SZ'9 lf9 I I L i f THE CITY OF RENTON DEPARTMENT OF PLANNING/BUILDING/PUBLIC WORKS FOURTH FLOOR 200 MILL AVENUE SOUTH RENTON, WASHINGTON 98055-2189 FAX: 235-2541 To: Manny Quintero Company: WSDOT Phone: Fax: From: Scott Woodbury Phone: 425-277-5547 Fax: 425-235-2541 Date: 4/22/98 Pages incl this cover page: 3 SR-167 Culvert at SW 23rd Street As I relayed to you in a voice message earlier today, I have received verbal approval from Strada Da Valle of a proposal to replace only 10 feet of their lawn. Thus, while all of the lawn north of the parking lot may be removed during construction, we must reinstall a 10-foot strip of sod along the parking lot when the project is done. Since we only need to restore 10 feet of lawn, we then can use all but 10 feet of the easement area for the regrading and deepening of the channel. This means that we do not need to use the Coir Reinforced Slope detail that I provided to you yesterday because the channel slope will be flatter than 2:1. Attached is a marked up copy of sheet DP2 (faxed in two pieces) showing a revised grading scheme which reflects Strada Da Valle's consent to allow us to replace only 10 feet of their lawn. Please replace the copy of sheet DP2 that I delivered yesterday with this revised mark up. As I note on the attached plan, we should shift the SR-167 culvert outlet farther to the south so that the grading work is entirely within the --60-foot easement from Strada Da Valle while not exceeding a 2:1 slope. We also should try to design some sinuosity into the channel so that it is more natural in appearance. I will send you written approval from Strada Da Valle to replace the 10 feet of lawn as soon as possible. As I also noted in my voice message earlier today, WDFW wants to see the revised grading plan for the channel and the updated SR-167 culvert profile drawing (sheets DP1 and DP2). I will also need updated sheets D1, D2, D3, D4, and LS2 (sheet LS1 is to be deleted). The sooner that you can provide these revised drawings to me the better our chances of getting our HPA permit before May 1. WDFW will accept the hand drawings of the fish ladder for writing the HPA permit. If you have any questions, please contact me at 425-277-5547. dAw waf/C w►4 IG E �• Q - .............................................................................................................. ( �� � n 1� 11✓Sty-- 1 ; — ° b ......:.................................................................................. 1 7— 3 ..........................._................................................................................. .............................................................................................................. 4 a .................................................................-............................---.........-- !v!/`aS 1 ►;—C —0 —o;r--o 4 co ------------------- ----- G�r� �fb 'J 1 i;� j 3 1 �� o N ......................................................... : ........F.A . LEV�o ...................................................... . ..... . ............... I ............................................................... ......................................... _ _ ��___ ,•1 ................... a .. ........ ... .I.......... _ 1 Q ........................................................ ........................... ........ .. - - co - O ......................................................... /................ .............................. .................................................................. StoPE VARIES... ; . --_. _��........................../�.......... ... .Z:...--MAX........ EXISTING 2- 48" rl j; ..........n-_�......... ......... �Y.... ...... e.I................... CMP CULVERTS 1 ' '; 5 i! ---- — �— ---------- ► 1 a ..................................... .............. . .................................................. L ................................................ ............. ....................................... ........................................ ................ :.1................ /lEcA w&u ............................. ......................................................................... ------- ------------------ G(�� Lire _J► 1 1 .......................................................................................................... 1 1 7 N .......................................................................................................... I�vc ........................... ........ .... 1 1 0-i ................. .S.l.QFi.�...VAR.I.E.S.................................... ...........------�:1 CIA ---------- 1 ii 1 (j I an a SECTION A— A 0 1 1 m CD � f> fGRs a 0 20 40 pev- S 1-5z . .......................................................................................... ................................. ..CHA .......................................................................................... ............................................. .......................................................................................... ............................................. ...3.0..............................................I............................................................................ ........................................................................................................................-........... ...................................................................................................................... �.... ..... REMOVEEXISTING CMP RISERS ............................................................................................................... ......:o............ .......................................................................................... ....................... .....w............ CUT PIPE TO CONFORM TO SLOPE ------------------------ ---- —�--" .....................................................................................................................a.......... .. .................................................................................................................II N............ �'� ...! .0............. . �.�............ L .F'j.#i �.. ......................... 1�----.--.....................................-------.—.— „sue_ '�*✓''—��` ..............................................................�.1 (..Wct�. ...... ......... ... .... ..t..+............ l\1 ......................................................................................... .......:. ......................................................................... ....... : :Q.�............ ............. IPR SLOPE - ' I.JaI^ -------------- NLET ....... .. ....................... .................................................................................... , . ... . ....................... ... ... - _ ........... T--—_ ---------------------------------------- -- ............................................................................................. r.... .,.................... ....... ......................................................................................... : ..................... ....... ....E.X-IST1 G..4.8....DI.AM...CUL.VER.T............................ .................... ---------------------------------------------- - ................................................................................................................ ................................................................................................................. . .................... 0.........................................................................................................W.................... AEG10M STATE FED.AID PROJ.NO. EW la. DESIGNED BY M.QUINTEIRC 10 WASH ENTERED BY M.OUINTEIR CHECKED BY R. SUAFOA JOB IUWKR PROJ. ENGR. J. JOHNSON REGIONAL ADM. J. OKAMOTO CONTRACT 40. DATE DATE REVISION BY •C"_/�.�� f'? EXISTING WETLAND ells► o _ ° -°- - C ANNEL LAY0U-T TABCE~ �✓ I 1�� �3 NO. STATION* OFFSET(RT<)* ELEVATION SLOPE- -- - - 1 -8.0 12.19 RT 10.26 2:1 A , 2 0.0 4.00 RT 6.27 0 3 122.94 12.14 RT 13.55 2:1 8.0 N 8 ` 1 4 107.20 4.00 RT 5.25 0 107.272 5 122.28 27.15 LT 13.55 0 . 2 6 107.20 8.39 LT 9.00 3:1 7 116.32 26.92 LT 13.55 2:1 14 8 4 95.97 31.98 LT 9.00 0 1 ,y �L1v 12 v { 116.87 55.94 LT rr* 2:1 �r l0 10 19.38 31.92 LT 9.00 0 t A 1 �v:� l� 11 34.58 54.95 LT •** 2:1 � ? 12 0.0 12.05 LT 9•00 2:1 N 11 I 13 -8.0 12.08 LT 10.26 20 'r )� 14 0.0 4.00 LT 6.25 0 l�dj eti4 DRAINAGE CHANNEL wETctc TION AREA PROF IL SHEET INEL...EXCAV.A.T.I O.N.....1.2.5...C.,.y.•................................ ........................................................................................... ...................................... ......................... ... - .................. ........................................................................................... ................................................................ ..... .. .. -.,�'!.._.., :-..5-19-1....4....... Sl i........................................... .SEE PROFILE FOR OFFSET .................................................................... .....'..,............... ....................................................................................... ----------------- ----- - - � ____ --MAX. SLOPE 2:1 •.*MATCH EXISTING GROUND LEVEL F ............... ........................................................................................... ................................................................... .........-............. ........................................................................................... --- ------------------ S � ��, ........................... ....................... .......... ....................... ........................................... .............................................. _.............................................................w ..........................,,.......................--.........._............. �, �i .................................................................z ...._................. ....................................,...................................................... :/ ...........................a.. . ................ ... ...... ...................,....................-..................................... ' ' ---------------- _ --- --------------------- „ , - e .................................................................... .0.0............... ..........................�'...........................-........-......................... ................... .................... ................ a.cv............... w� .................. ---------------- -------- ' eI„ .................................................................... ....................... ........,.. ....... ...................................................................... .........EX TiNG"GROUND......................... .............................. / ............... ......................... .......... ...................... ........ ....._..... ............................... ............................... - //i< ^f ................................................. ................... .................,.-. ... .... .. ........... ...................... ............................................... ................ ...... s `-'� / ..............._................................ ................ ...... :........ ....................,:.0..9.3. U,... .... .....................-...........................-.................. .. ............................... .............. .107 .. . ..-...`. ......................... ... ............................................................N1 G:V:D:...OF....1-929............... ............ ................ . ....�.......... ........... ............................................... ....... ................................................ ............ ........ ........... t.'..'..... ---------------------------------------------- '.ONMENTAL AND ENGINEERING SERVICE CENTER SR 167 DP2 Adw 84TH AVE. S. TO S.GRADY WAY MAP State CULVERT' CONSTRUCTION SHEET A Department of Transportation 14 OF DITCH PROFILE 46 511EET5 3 � � 44-04-q -� b 5v , oS I IAP �n fog J� � ,,�,ad ,,�,,.,. s�� APP,- 6-98 �1IO�I 10 30 AM WSDOT/DAYTOTI 5TH FIR FAx: I�0. 206440�805 P. 1 b1.Quinteiro NIS 143, P.O.Box 330331, Seattle;WA 98133-9710 FAX Date: 04/6/98 Number of pages including corer sheet: 7 To: From: City of Renton WSDOT Care of Manny Quinteiro Scott Woodbury Phone: (425)277-5547 Phone: 440-4570 Fax phone, (425)235-2541 Fax phone: 440-4805 CC: REMARKS: ❑ For Action ❑ For Approval ❑ For your Info. ❑ Per your Request Attached are Bob's weir's calculations. Please call me or e-mail if you have any questions or suggestions. Manyy Quinteiro Tel(206)4404570 Quintemgwsdot.wa.gov APR- 6-98 MON 10: 30 IM WSDOTiDAY'TOH 5TH FLP, Fn; I40. 2064404805 P, 2 ` RECEIVED � Washington StateAPR b 1998 Memorandum vI/ Department of Transportation WSDOT DATE: April 1, 1998 W FROM: E.M. Hansen/E.R. Winter 96-1 PHONE' 440-4642/4540 SLWEcr: SR 167 MP 25.68 to MP 25.7 Culvert Replacement OL 2836 To: Rumina Suafoa MS 143 This will respond to your request of March 30'h for fish passage provisions on the subject project. As you know, this has been a subject of discussion for some time, and apparently this recent revision to the plans is mandated by WDFW via the City of Renton. The proposed weir configuration is acceptable to the hydraulic section, The high water level is under limits. other configurations may be worth considering in order to reduce the thirty-foot reach proposed for placing the first weir, Such configurations may include a square weir or wingwalls from the currently proposed vault with the first weir in that vault. Relteed sketches are attached. A spreadsheet is also attached for your information with a profile of the downstream channel. ERW a;1sr101c167025a.doc Attachment nn7 mn rv.ev �v I 6) CL C D O SR 167 OL 2836 0 84th Ave. to South Grady Way w 0 Culvert Conetruction ��r 8 a:\sr10\cl67025b AR310 Estimate weir configuration a 0 25 Yr Q = 109 CFS, Reference attached gradient Q freeflow = 3.33 b (H"1.5) CE Reference Manual M.R. Lindeburg o H downstream/H upstream)-1.5) )".385 Q submerged = Q freeflow (1- ( ( x H at H Q sub- mer merged Hf Weir weir Aseumed Elev Down Assumed Q free- Down- g Q b Depth E1ev upstream steam upstream flow stream 18 1.49 11.5 14.21 14.04 2.71 267 2.54 107 25 Yr 109 25 Yr 109 14 1.76 10.5 14.04 13.89 3.54 311 3.39 107 25 Yr 109 10 2.20 9.5 13.69 13.70 4.39 306 4.2 106 2 Yr 75 18 1.16 11.5 13.12 12.78 1.62 124 1.28 78 2 Yr 75 14 1.37 10.5 12.78 12.54 2.28 160 2.04 7 2 Yr 75 10 1.728 0 9.5 12.54 12.30 3.04 177 2.8 77 0 .1-- 0 co 0 �n c7 w 7= • O) C� C:0 O O 11) � J a a B - ' d VOOO K eNK5 }_ I f w I o a A sl INLET1lr -f+�w�� o S AN, Cut k u rC11K42- PANEL VAULT CONTROL 0 u U r �. 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SCALE. 011=M' Vd'aT to New Culvert (control s:ruetur'e eat SW 23rd Street Droinoge Channel Without Deepening and With flood Water Control Weir at SA-162 Culvert Removed SClematic Plan and Profile (datum NCVD 1929) rn APR- 6-98 ICON 10: 32 AID WSDOT/DAYTON 5TH FI,R FA'x NC. 2064404805 P, 7 f I El, 26± r rut (•t&r, its M-ir m (448% IZ9 cfs) r M 4•139. S4 het `i3.r. i09 cfs) cur/fut tee'« (. 2z, 15 cfs) 2 cis) --SZ - 1 I ! I 12 cfs) 3z— I • n t New 72' dia. Culvert over�ents pert (co trot structure not shown) Sean S. Woodbury From: Quinteiro Manuel To: Sean S. Woodbury Cc: Suafoa Rumina Subject: Fish ladder concepts Date: Thursday, April 02, 1998 2:06PM Priority: High < <File Attachment: CONCEPB.PCX> > < <File Attachment: CONCEPA.PCX> > Scott, Bob Winter and I review the fax you send us for a fish passage and we came up with these two options: Concept A Concept B Both concepts proposed to build the fish ladder within the access road roadway prism for this area is more compacted and less likely to settle as much as it would out in the wetland, while still allowing access to the service road. Concept A seem more suitable because we can utilized Standard Plan B6a, Box Culvert and Wing Walls for 2:1 slope, saving design time and money, but concept B would also work. Both concept would be located inside our R/W and maintenance could have access from underneath.' Hope to hear from you soon. Manny wsdot lead designer Page 1 Sean S. Woodbury From: Sean S. Woodbury To: Suafoa Rumina Subject: RE: Mitigation Site on Strada DaValle property Date: Thursday, April 02, 1998 3:44PM In reviewing at the easement, I am concerned about whether will have to replace the lawn area next to the parking lot with lawn or whether we can plant shrubs and trees as we propose. I will set up a meeting with the property owner to discuss our plans. Except for possibly the question of whether or not we must maintain the existing lawn next to the parking lot, I am of the opinion that what we are proposing to construct within the Strada De Valle easement is consistent with the rights granted under the easement. The shelf that would be constructed will function to convey storm flows and is thus a part of the drainage system. The plantings that will be installed are required by WDFW as a permit condition of doing the drainage work. The easement also allow use of the easement area "without prior notice or proceeding at law." However, the underlying issue is that we may not be able to construct a shelf anyway because the E Valley Rd culverts are farther south that the plan shows, potentially leaving insufficient room for a shelf between the channel and the adjacent parking lot. Whether we have sufficient room depends on how much permanent wetland impact we have. It would be very helpful if you could as soon as possible recalculate the area of wetland that will be permanently lost due to the project. It is also possible that the impact area is low enough that it may be exempt under our ordinance from having to provide mitigation. From: Suafoa Rumina To: Sean S. Woodbury Subject: Mitigation Site on Strada DaValle property Date: Wednesday, April 01, 1998 3:35PM Scott, I received a question from the R/W acquisition office in Olympia regarding the mitigation site for SR 167 culvert construction project. The show no record of acquisition of this right of way. Is the permanent drainage easement that Renton has with Strada DaValle constitute acquisition for a mitigation site? Has the mitigation site been discussed with the property owner? Is there someone in Renton who needs to deal with this issue of rights? Our real estate services office is seeking permission for a temporary access and construction easement for the project. If we need more than that(i.e. purchase rights to use Strada DaValle property as the mitigation site, we need to talk quickly!) Page 1 c Sean S. Woodbury From: McKee Bill To: Sean S. Woodbury Subject: RE: E-mail to Ramina Suafoa P-9 Direct Date: Wednesday, April 01, 1998 6:33PM Thank Sean That explanation helped to pull in a lot of loose ends. Bill McKee >---------- •From: Sean S. Wood bury[SMTP:Swoodbury@ci.renton.wa.us] >Sent: Wednesday, April 01, 1998 5:58 PM >To: McKee Bill >Cc: Suafoa Rumina >Subject: RE: E-mail to Ramina Suafoa P-9 Direct >Following is my response to the two issues you raised below: >1. Your observation is correct that the channel to be constructed between >the E. Valley Rd. culverts and the SR-167 culvert will be submerged. This >is because the existing flow line of the channel downstream of E Valley Rd >is higher than the invert of the E. Valley Rd culverts and the SR-167 >culvert. The depth of submergence at low flow will be about 2 at the >upstream invert of the E Valley culverts, which are at an elevation of about >6.3 feet. >This is why the wetland bench proposed on sheet DP2 adjacent to the channel >is at an elevation of 9 feet, which is above the permanent pool elevation >but will have sufficient water to create a wetland. As a side note, I think >this shelf will have to go away because the E Valley Rd culverts are farther >south that the plan shows, leaving insufficient room for a shelf between the >channel and the adjacent parking lot. >Partial submergence of the E Valley Rd and SR-167 culvert is needed for fish >passage at low flows. According to fish passage criteria, culverts on >streams must be buried about 20% or so below the grade of the downstream >channel and the buried portion filled with gravel to provide a natural bed. > The proposed SR-167 culvert is not below the proposed grade of the channel >immediately downstream of the culvert, but it is below the grade of the >channel downstream of E Valley Rd. This creates a partial submergence which >will facilitate fish passage through the culvert at low flows. We do want >to partially fill the invert of the culvert with gravel because we need to >avoid having to a larger culvert size to compensate for the loss in flow >capacity. I also do not believe it is necessary to place gravel in the >invert of the culvert because of the unique situation we have in that the >culvert is not on a stream that has gravel bed loads. Partially filling the >culvert with gravel would also eliminate the partially submergence that I >feel is a beneficial to low flow fish passage. >1 believe the Washington Department of Fish & Wildlife (WDFW) will approve >the culvert as proposed in the PS&E set, except they want the culvert >designed to allow fish into the wetland upstream of SR-167 as part of the >current project, rather than under a future project as we had originally >contemplated. WDFW will also want to see some woody debris in the channel >between SR-167 and E Valley Rd. I have submitted a possible fish ladder >design for the upstream end of the culvert to Rumina and am waiting for her >to evaluate the design and any return comments to me. I am hoping to hear >from her soon so that I can submit the fish ladder design to WDFW to keep Page 1 >them working on our HPA permit. >The fact that the channel downstream of E Valley Rd is higher than the E >Valley Rd culverts is evident in the City's East Side Green River Watershed >Project Draft Plan and EIS issued in December 1996 and other information we >have provided. The reason the Plan and EIS proposes to deepen the channel >downstream of E Valley Rd is to eliminate the submergence of the E Valley Rd >culverts and tributary storm system. However, we feel that it is very >unlikely that we will pursue deepening of the channel because we do not need >the conveyance capacity provided by the deepening and because the potential >environmental impacts and cost of the deepening the channel outweigh the >maintenance benefits of eliminating the submerged condition. Also, if we >did deepen the channel we would have to install an outlet control weir >downstream of the SR-167 culvert and we would probably have to replace the E >Valley Road culverts so as to maintain a partially submerged condition for >the culverts at each road crossing. >The SR-167 culvert should need little maintenance because the wetland >upstream acts as a filter to sediments. We will need to perform more >frequent maintenance on the E Valley Road culverts because of expected >sediment inputs from SR-167 and E Valley Rd. We will also have to >periodically remove vegetation from the channel from SR-167 to Springbrook >Creek until we get sufficient shade canopy established. We will be removing >vegetation from the channel downstream of E Valley Rd this summer. >2. The primary benefit of the project is that flows from the east side of >SR-167 do not have to pass through the low capacity storm drainage systems >west of the freeway that I descibed in my previous e-mail in order to get >into the channel downstream of the 72" culvert. By passing flows directly >into the channel through the 72" culvert we avoid trying to force water >through a small system that was not designed for such large flows. >With regard to the headwater issue, we are planning to put in a large box >culvert downstream of Lind Avenue to replace two 18" culverts under the >Olympic Pipe Line crossing that are a significant capacity restriction to >flows in the channel. We will also be removing vegetation from the channel >which will add capacity. However, even if we were to deepen and widened the >channel downstream to Springbrook Creek to further reduce the headwater >effect, our analysis shows that we would still need to upsize the pipe >system to the south in E Valley Rd to achieve our 100-year flood protection >goals. This is why upsizing the pipe system is also an element of the >City's East Side Green River Watershed Project Plan and EIS. However, it is >a low priority relative to the other drainage improvements we need to do in >the valley area. >Please contact me at 425-277-5547 if you still have questions. >To: Sean S. Woodbury >Cc: Suafoa Rumina >Subject: E-mail to Ramina Suafoa P-9 Direction of Flow. >Date: Wednesday, April 01, 1998 10:17AM >Scott >HI I am in Ingo Goller's PE office reviewing the PS&E plans for >Construction. >I think we meet in the field at the Feb. meeting at 180th. >Question regarding your e-mail. >1. My concern with the design of the wetland area between the new 72 Page 2 >inch outfall and East Valley RD. Outfall of the 72 inch is approx. >elev. 7.00 the twin pipes under E. Valley the elev. is 5.5. approx. This >says that the flowline of the wetland will run from elev. 7 to elev. >5.5. West of East ValleyRd. the ditch to the west away from the outfall > the flowline is approx. elev. 8.00 . Last Friday I visited the site >the ditch had about 2 feet of water and 10-15 wide. >When I look at this flow elev. compared to our plan the wetland area. >It will be under water due to the height of the outfall ditch west of E. >Valley Rd. It also says that the 72 inch pipe will be full of water to >the first weir at elev. 8.00 or 8.5 as your drawing to Ramina showed. >But I don't think anything in the State's plan realizes that all this >area will be under water constantly. >Was this made known to the design team ? >2. Your e-mail state's that the over all flow will not change. But I am >concerned that your E Valley RD. pipe system outfall will be under >water at Elev. 8.00 just as it is now. Which would leave me to believe >this will reduce the capacity due to the headwater at the outfall end. >Water coming down the 72 inch will backup into your system pipes. Any >flooding you get in your system to the south will not release fast due >to the back up of water unless you lower the creek level to Lind Ave. >Crossing. I am not a hydraulic expert I am going on what I see and have >been told but everything I have read about this project to date has not >addressed this headwater problem. Can you give me some explanation as to >function of the system from the 72 inch to Lind Ave. >Thank You. >1 >Bill McKee Page 3 Sean S. Woodbury From: Sean S. Woodbury To: Suafoa Rumina Subject: RE: Fish ladder, etc and fax Date: Monday, March 30, 1998 4:58PM Rumina: Thanks for making the fish ladder issue a high priority. I look forward to see what you come up with. At least WDFW is okay with the size of the culvert. Regarding the concern that the flows may drain from west to east after the culvert is installed, it is important to note the area of the Panther Creek Wetland that the new culvert will drain will have no other outlet but the new culvert. The new culvert will also not change the ultimate destination of flows from the Panther Creek Wetland. The following brief description of the drainage flow path with and without the new culvert should clarify the effect of the proposed culvert. Under current conditions, the water from the Panther Creek Wetland crosses SR-167 through several, poorly functioning culverts into the west roadside ditch. From there the flows travel west in a ditch at about SW 29th Street to the storm drainage system in East Valley Road. The storm drainage system outfalls north into the existing ditch (P-9 channel) just downstream of East Valley Road. During storm events, flows will split from the ditch at SW 29th Street and also travel north in the west roadside ditch to the head of the P-9 channel just upstream of East Valley Road. With the new culvert, flows will travel to the P-9 channel through the wetland on the east side of SR-167, rather than through the drainages on the west side. Thus, with and without the new culvert, the ultimate destination of the water from the Panther Creek Wetland stays the same, that is flows travel to the P-9 channel just downstream of East Valley Road and then on to Springbrook Creek. Since the existing flow path is east-to-west and we are not changing the ultimate destination for the water, I do not expect flows to change direction. Also, other than rainfall and ground water inputs, the only surface water input into the wetland west of East Valley Road is from the Panther Creek Wetland. Please let me know if my response answers your question. From: Suafoa Rumina To: Sean S. Woodbury Subject: Fish ladder, etc and fax Date: Monday, March 30, 1998 3:56PM Scott, Sorry that I have not had a chance to talk to you today. I met with Bob Winters and Bill McKee regarding the news from Fisheries and the HPA. We met to discuss the fax, did some brainstorming of ideas and constructibility comments for variations on the design. Bob Winters will take a closer look at the design and give me comments tomorrow. I will forward everything that we came up with to you and give you some options as to what will work for us. Our other concern was the comments regarding the P-9 channel elevations and how the wetland may drain from the west to the east once the culvert is installed. I will let you know the outcome of our discussions in writing. Thanks for your continued cooperation. Rumina Page 1 s THE CITY OF RENTON DEPARTMENT OF PLANNING/BUILDING/PUBLIC WORKS FOURTH FLOOR 200 MILL AVENUE SOUTH RENTON, WASHINGTON 98055-2189 FAX: 235-2541 To: Rumina Suafoa Company: WSDOT Phone: 206-440-4569 Fax: 206-440-4805 From: Scott Woodbury Phone: 425-277-5547 Fax: 425-235-2541 Date: 3/30/98 Pages incl this cover page: 4 Subject: Possible concept for fish ladder at the proposed SR-167 culvert As I mentioned in my voice message to you last week, WDFW wants the culvert to be designed for fish passage into the wetland. I have attached a possible concept that is designed to pass the 2-year flow through a series of 3 weirs without side weir overflows. This concept assumes that we would eliminate the control structure downstream of the culvert inlet. To prevent side weir overflows, the step weir width must increase with each step upstream because the flow depths are shallower. I have attached a spreadsheet printout of the calculations I used to determine weir width. The calculations are based on an elevation of 12.3 feet at the proposed culvert inlet per the FEQ hydraulic analysis by R.W. Beck of the 2-year flow, assuming no inlet control structure. The elevation of the side weir is set at 13 feet so that flows exceeding the 2-year flow will spill over the side weirs as well as the step weirs. How the fish ladder would be constructed is open to discussion. I think that steel sheet piling would be suitable for the side weirs since we will have equipment on-site to install sheet piles for the culvert excavation. The step weirs cannot be sheet piling because we will need some flexibility to adjust the step weir elevations and the low flow notch size. The step weirs could possibly be uniform in width if WDFW will not require that we pass the full 2-year flow through the step weirs, but instead allow some side weir overflows. Please call me at 425-277-5547 as soon as possible to discuss this information. Thanks. / i i } Ilil i 1111 \ Illy,I} I I 1 f � � • 1 , 111 \ II 11 1 � 1 1 11111 6 .8 8 / I I Prc C vl / o 17 1-7 C.pCy (•/Gjy C•rW/ LjA/S�� O�L EN S/ �JIH� /�• IO' �oWMS t/'�MHnU /�!✓t,/1 / /L 8.5 7 -7 SC�lon n-A Sheet1 w Size weir for 2-year flow (-70 cfs) Weir Q equation from Lindeburg CE review manual Q=3.33(b)(h)^1.5 (unsubmerged) Qs/Q=(1-(Hup/Hdown)^1.5)^0.385 Qs=Qsubmerged Determine Q unsubmerged Adjust Q to account for submergence of the weir Weir 1 b h Q Weir elev Elev-up Elev-down Hup Hdown Qs/Q Qs 10 3 173.03 9.50 12.50 12.30 3 2.8 0.41 70.84 Weir 2 b h Q Weir elev Elev-up Elev-down Hup Hdown Qs/Q Qs 14 2.2 152.13 10.50 12.70 12.50 2.2 2 0.46 70.01 Weir 3 b h Q Weir elev Elev-up Elev-down Hup Hdown Qs/Q Qs 18 1.5 110.12 11.50 13.00 12.70 1.5 1.2 0.62 67.87 Size V-notch weir for about 5 cfs(low flow condition) Use 90 degree weir and 1.5' depth. Therefore, the top width b=2.12' 6=2.5"h^2.5 h Q 1.5 6.89 0.5 0.44 Subtract out portion that is submerged 6.45 Page 1