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SWP272709
2101 Fourth Avenue, Suite 600 DATE J OBNo. Seattle,Washington 98121-2375 ATTENTION No 3to/ TO RE WE ARE SENDING YOU �ttached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION I T�c-J.-1 N t L c,C c f+r rt o S \ DR-% 6ttiiA—�_ �0< <- 5 �r' Pe>z-1— Z100o d o5 ��J L l s a C M2 It" �r=_ THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Reviewed as submitted ❑ Resubmit copies for review ❑ For your use ❑ Reviewed as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints or review and comment ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN To US REMARKS COPY TO SIGNED: If enclosures are not as noted, kindly notify us at once. I CITY OF RENTON S.W.43rd STREET DRAINAGE IMPROVEMENTS SCHEDULE OF BID PRICES 10-Oct-97 100%Submittal ESTIMATED CITYOF RENTON ITEM NO. DESCRIPTION UNIT QUANTITY ENGINEER'S ESTIMATE UNIT PRICE I BID AMOUNT 1 Mobilization LS 1 $14,000 $14,000 2 Temporary Water Pollution/Erosion Control LS 1 $2,000 $2,000 3 Traffic Control LS 1 $6,000 $6,000 4 Contractor Supplied Surveying LS 1 $1,500 $1,500 5!Shoring or Extra Excavation,Class B LS 1 $4,000 $4,000 6 1 Sawcut and Remove Existing Cement Concrete Panel CY 10 $100 $1,000 7 Temp.Support and Reinstall Traffic Signal/Lighting Co. LS 1 $2,000 $2,000 8 60-inch Reinforced Concrete Pipe LF 65 $300 $19,500 9 12-inch Ductile Iron Pipe LF 28 $50 $1,400 10 96-inch Type III Manhole EA 1 $15,000 $15,000 11 120-inch Type III Manhole EA 1 $25,000 $25,000 12 Replace Existing Catch Basin with Type I Catch Basin EA 3 $2,000 $6,000 13 Install New Type I Catch Basin I EA 2 $1,500 $3,000 14 Replace Ex.Frame/Grate w/New Open Curb Frame and Grate EA 3 $1,000 $3,000 15 Connection to Existing Catch Basin EA 2 $400 $800 16 Gravel Backfill for Foundations,Class A TN 10 $50 $500 17 Control Density Fill CY 453 $65 $29,445 181 Bank Run Gravel for Trench Backfill TN 20 $30 $600 19 ACP Trench Patch TN 65 $100 $6,500 20 Pavement Marking LS 1: $1,000 $1,000 21 Cement Concrete Curb and Gutter LF 120 $25 $3,000 22 Cement Concrete Sidewalk SY 50 $40 $2,000 23 Final Restoration and Cleanup LS 1 $2,000 $2,000 Subtotal $149,245 Contingency @ 10% $14,925 !Sales Tax $14,119 TOTAL $178,288 i 43BIDSM.XLS y19 0: CITY OF RENTON LL Planning/Building/Public Works Department Jesse Tanner,Mayor Gregg Zimmerman P.E.,Administrator October 3, 1997 Mike Giseburt,P.E.,Project Manager R. W. Beck,Inc. 1001 Fourth Avenue- STE 2500 Seattle,WA 98121 SUBJECT: SW 43rd Street Drainage Improvements Dear Mike: The information noted following is enclosed for your use in preparing the 95% submittal for the SW 43rd Street project. From your perspective it should be a complete, 100%submittal so we can use the submittal to go immediately to bid if we don't have any comments on the submittal. • Comments on the 60% design from City Departments and other agency reviewers • One set of 60% full size plans with my redline comments Most significantly we have decided not to include the work at Lind Avenue in our contract bid package. Therefore, please make the final redlined changes noted on the 60% design plans, but plot the preliminary design of the drawing separate from the contract set. Since this is a reduction in scope,please let me know how much you feel this will reduce the cost of your design contract. With regard to the work at the Oakesdale intersection, we wish to proceed with the alternative pipeline alignment. I have not yet received written comments from King County (Metro), but they concur with the selection of the alternative alignment. I will be faxing additional comments to you first thing Monday, October 6. While we are 10 working days behind my previous September 12 schedule, I still feel that we could advertise the project on October 14 if you can return revised contract plans and specifications by 5 pm October 9. If you have any questions, please contact me at(206)277-5547. Sincerely, Scott Woodbury, Project Manager rY> J g Surface Water Utility U:6523 0:S W43 RD.ST:97-003:S W Enclosure CC: Ron Straka f� 200 Mill Avenue South - Renton, Washington 98055 MThis paper contains 50%recycled material.20%post consumer Partial Surface Water Utility Comments to the 60%Design 1. We need to add the following note to drawings with plan views: Existing features shown were developed from record drawings and supplemented in the immediate vicinity of the proposed work with limited and approximate field measurement of surface features. See Section 1-07.17 of the Renton Standard Specifications, Utilities and Similar Facilities. 2. Several record drawings indicate that the paving for the original SW 43rd Street is cement concrete (20' wide). We should include a bid item for concrete sawcutting and removal so that if concrete is encountered we are not forced to use a change order. The payment should probably be a per inch depth unit price since we don't know what depth would need to be removed. 3. We may want to require that the 54" pipeline be constructed upstream to downstream so that the existing 36" pipe can remain in service as long as possible. The south manhole connection to the existing 54" can be a saddle installation, but the connection to the new 54" to the north could be delayed until after the 54"is ready to be put into service. 4. Please confirm if the existing manhole at the northeast corner of the Oakesdale intersection can accommodate the proposed 54"pipe. If not then we need to know how far downstream we must go to the nearest bell end of the existing 54"pipe. Unfortunately,we cannot go very far downstream before encountering the signal pole, which would be very costly to temporarily relocate. If we must replace the manhole, then I would like to discuss with you the feasibility and cost of installing a 60" or 72" pipe in this segment,depending upon other utility clearances. Standard Plans Table of Contents Drawing Title Last Date Sp Page No. On-CAD SECTION A - CONCRETE PAVEMENT CCementConcrete Pavement Joints-Sheet 01 of 02..................................................................................................................................................................Nov. 19, 1993...........AOOI..............F Bement Concrete Pavement Joints-Sheet 02 of 02..................................................................................................................................................................Mar. 12, 1993............A002..............F ridge Approach Slab-Sheet 01 of 02.....................................................................................................................................................................................Oct. 11, 1993.............A003..............F Bridge Approach Slab-Sheet 02 of 02.....................................................................................................................................................................................Oct. 11, 1993.............A004..............F Transition from Concrete Overlay(Sheet I of 2)...................................................................................................................... Oct.O5, 1990.............A006..............F ........................................... CTransition from Concrete Overlay(Sheet 2 of 2).....................................................................................................................................................................Oct.05, 1990.............A007..............F atch Basin at Bridge End........................................................................................................................................................................................................Dec. 13, 1991............A008..............F SECTION B - DRAINAGE STRUCTURES AND WATER DISTRIBUTION Typical Utility Cover Adjustment for Pavement or Overlay....................................................................................................................................................Dec. 15, 1996............13001..............T X •/ Concrete Pipe Anchor for Concrete Pipe 12 Inch Diameter thru 60 Inch Diameter.................................................................................................................Jan.25, 1980.............B002..............F StrapPipe Anchor Detail..........................................................................................................................................................................................................Dec. 15, 1996............B004 ResidentialSidewalk Drain.......................................................................................................................................................................................................Sep. 19, 1983............B005..............F Sidewalk Drain for Commercial Building Downspout Type I.................................................................................................................................................Sep. 19, 1983............B006..............F Sidewalk Drain for Commercial Building Downspout Type 2.................................................................................................................................................Sep. 19 1983 B007..............F CommercialSidewalk Drain Type B........................................................................................................................................................................................Sep.06, 1983............B008..............F CommercialSidewalk Drain Type A...........................................................................................................................................................................:............Sep.06, 1983 B009..............F ConcreteInlet(Catch Basin).....................................................................................................................................................................................................Jan.03, 1995.............BOlO..............F AreaInlet(Catch Basin)........................................................:..................................................................................................................................................May.07, 1993 BO 11 F ........... .............. Catch Basin Type I...................................................................................................................................................................................................................May.26, 1995...........B012..............F CatchBasin Type 1P-Parking Lot C.B....................................................................................................................................................................................Oct.21, 1994.............B013..............F CatchBasin Type I................................................................................................................................................................................................................May.26, 1995...........B014..............F CatchBasin Type 3...................................................................................................................................................................................................................Jan.05, 1987.............B015..............F CatchBasin Type 4...................................................................................................................................................................................................................Jan.30, 1987.............B016..............F Open Curb Face-Frame&Grate Installation Detail...............................................................................................................................................................Dec. 15, 1996............B017..............F OpenCurb Face Frame&Grate Details...................................................................................................................................................................................Dec. 15, 1996............B018..............F VanedGrate for Catch Basin and Inlet.....................................................................................................................................................................................Dec. 15, 1996............B019..............T SolidMetal Cover for Catch Basin...........................................................................................................................................................................................Dec. 15, 1996............B020..............T Catch Basin Frame and Grate Details-Sheet 1 of 2.................................................................................................................................................................Dec. 15, 1996............B020.1...........T CatchBasin Frame and Grate Details-Sheet 2 of 2.................................................................................................................................................................Dec. 15, 1996............B020.2...........T DropInlet Type 1 .....................................................................................................................................................................................................................Sep. 19, 1983............B021..............F DropInlet Type 2.....................................................................................................................................................................................................................Sep. 19, 1983............B022..............F GrateInlet Type I.....................................................................................................................................................................................................................Sep.07, 1984............B023..............F DropInlet Grate-Sheet 01 of 02..............................................................................................................................................................................................Dec.29, 1989............B024..............F DropInlet Grate-Sheet 02 of 02..............................................................................................................................................................................................Dec.29, 1989............B025..............F GrateInlet Type 2.....................................................................................................................................................................................................................Sep.07 1984............B026..............F CatchBasin Type 2-48 inch,54 inch,or 60 inch.....................................................................................................................................................................May.26, 1995...........B027..............F CatchBasin Type 2-72 inch&96 inch........... ............ .............................................................................................................................................................J un.30, 1995.............B027.I...........F Manhole Type 3-48 inch-54 inch-72 inch and 96 inch.......................................................................................................................................................Oct. 11, 1993.............B028..............F X Flow Restrictor/Oil Pollution Control-Tee Type.....................................................................................................................................................................Dec. 15, 1996............B029..............T Catch Basin Type 2 with Baffle Type Flow Restirctor/Oil Separator.......................................................................................................................................Oct. 13, 1989.............B031..............F Flow Restrictor/Oil Pollution Control Device(Frop-B)(Baffle)...............................................................................................................................................Dec. 15, 1996............B032..............T TOC -U Standard Plans Table of Contents Drawing Title Last Date Sp Page No. On-CAD Frop-T-Shear Gate Detail........................................................................................................................................................................................................Apr.30, 1997 B033 T ............ .............. Miscellaneous Manhole Details-Ladder-Steps-Grade Ring-and Top Slab.................................................................... Mar. 18, 1994............B034 Miscellaneous Catch Basin Details-Ladder-Steps-Grade Ring-and Top Slab................................................................... ✓...................................................May.26, 1995...........B035..............F k TypicalDetention Tank............................................................................................................................................................................................................Dec. 15, 1996............B036..............T DetentionTank Access Detail................................................................................................................................................ Dec. I5, 1996............B037 T .................................................. .............. Typical Detention Vault............................................................................................................................................................................................................Apr. 30, 1997............B038..............T TypicalDetention Pond Sections........:.....................................................................................................................................................................................Dec. 15, 1996............B039..............T OverflowStructure...................................................................................................................................................................................................................Dec. 15, 1996............B040..............T ReinforcedConcrete Single Box Culvert..................................................................................................................................................................................Jul.08, 1994..............B041 ReinforcedConcrete Double Box Culvert............................................................................................................................................................................... ...............Jul.08, 1994..............B042 F Re inforced orced Concrete Box Culvert Wingwalls for 1 3/4:1 Fill Slopes....................................................................................................................................... ..............Nov.26, 1979...........B043 F Reinforced Concrete Box Culvert Wingwalls for 2 1/2:1 Fill Slopes......................................................................................................................................Nov.26, 1979............B044..............F Reinforced Concrete Box Culvert Wingwalls for 3 1/2:1 Fill Slopes...................................................................................................................................... ..............Nov.26, 1979...........B045 F BeveledEnd Sections for CMP................................................................................................................................................................................................Aug. 17, 1990...........B046..............F DebrisBarrier...........................................................................................................................................................................................................................Dec. 15, 1996............B047..............T DebrisBarrier for Concrete Pipe..............................................................................................................................................................................................Dec. 15, 1996............B048..............T StructuralPlat Underpass Design 1 ..........................................................................................................................................................................................Mar. 12, 1984............B049..............F StructuralPlat Underpass Design 2..........................................................................................................................................................................................Mar.29, 1982............B050..............F Headwallsfor Culvert Pipes..................................................................................................................................................................................................... ..............Sep.20, 1989............B051 F Type l Safety Bars for Stepped Culvert Pipe or Pipe Arch(Perp,or Skew)............................................................................................................................Mar. 15, 1991............B052..............F Type 2 Safety Bars for Culvert Pipe or Pipe Arch(on Cross Road).........................................................................................................................................May.26, 1995...........B053..............F FlaredEnd Sections..................................................................................................................................................................................................................Sep. 22, 1988............B054 F .............. Type 3 Safety Bars for Tapered End Section(Perp.or Skew)..................................................................................................................................................Nov.01, 1991 ...........B055..............F Type 4 Safety Bars for Tapered End Section(on Cross Road).................................................................................................................................................Nov.01, 1991 ...........B056 Type D or E Coupling Bands for Corrugated Metal Pipe.........................................................................................................................................................Dec.02, 1985............B057..............F Type F Coupling Bands for Corrugated Metal Pipe.................................................................................................................................................................Dec.02, 1985............B058..............F TypeH Coupling Bands for Corrugated Metal Pipe.................................................................................................................................................................Dec.02, 1985............B059..............F Type J Coupling Bands for Corrugated Metal Pipe..................................................................................................................................................................Dec.02, 1985............B060..............F Corrugated Metal Pipe Coupling and/or General Pipe Anchor Assembly............................................................................................... Dec. 15, 1996............B061..............T ............ Details for Coupling Bands for Corrugated Metal Pipe............................................................................................................................................................Dec.02, 1985............B062..............F PipeCompaction Designs and Backfill................................................................:...................................................................................................................Jan. 25, 1980.............B063..............F X CulvertPipe Schedules.............................................................................................................................................................................................................Oct.09, 1989.............B064..............F SubgradeDrain.........................................................................................................................................................................................................................Jan. 25, 1980.............B065..............F FilterFabric Fence Detail.........................................................................................................................................................................................................Dec. 15, 1996............B066..............T CheckDams..............................................................................................................................................................................................................................Dec. 15, 1996............B067..............T TemporaryConstruction Entrance............................................................................................................................................................................................Dec. 15, 1996............B068..............T CatchBasin/Inlet Sedimentation Trap-Type C........................................................................................................................................................................Nov.01, 1985...........B069..............F FilterFabric Fence Inlet Barrier................................................................................................................................................................................................Dec. 15, 1996............B069.1...........T SedimentTrap...........................................................................................................................................................................................................................Oct.29, 1996.............8070..............T SanitaryManhole Typical Detail..............................................................................................................................................................................................Dec. 15, 1996............B071..............T SanitaryShallow Manhole Type B...........................................................................................................................................................................................Dec. 15, 1996............B072..............T SanitaryManhole Extra Shallow Type C................................................................................................................................................................................Dec. 15, 1996............B073..............T ManholeFrame&Cover.............................................................................................................................................. Dec. 15, 1996............B074..............T j�v ............................................................ DropConnection for Sanitary Sewers......................................................................................................................................................................................Oct. 17, 1996.............B075..............T TOC -W Standard Plans Table of Contents Drawing Title Last Date Sp Page No. On-CAD Pi6 inch or 8 inch Clean Out........................................................................................................................................................................................................Dec. 15, 1996............B076..............T pe Bedding for Sanitary Sewers in Trenches Only................................................................................................................................................................Apr.30, 1997............B077. Standard Side Sewer Installation(Sewer Main to Property Line) ..............T Dual Service Vertical Connection........................................ Dec. 15, 1996............B079..............T ..................Dec. 15, 1996............B080..............T Side Sewer Riser Connection to Sewer Main............... . ........................................................................................................................ Building ......................... Dec. 15, 1996............B081..............T Typical Building Sewer(Side Sewer[Property Line]to Building Connection)Installation Plan............................................................ Dec. 15, 1996............B082..............T Air Test Table(Low Pressure)for Sewer Mains................................................................................... .....................................................................Dec. 15, 1996............B083..............T Concrete Blocking Sizing Procedure......................: ................................................................................................................................................................Oct. 29, 1996.............B085 Blocking for Convex Vertical Bend ..............T ........................................................:.................................. ..Jun.30, 1995.............B086..............F ............................................................................................ Cathodic Protection Joint Bonds and Thermite Weld................................................................................................................................. .....Apr.01, 1983............B087..............F Cathodic Protection Flush Mounted Test Station.............................................. ................................. .................................Apr.01, 1983............B088..............F ................................. Shackle Rodding and Tie Bolts................................................ ........................................................ ................ ........................................................................Apr.30, 1997............B089..............T Valve Operating Nut Extention&Valve Marker Post.................... 12 inch Gate Valve Installation(With by Pass Assembly- I inch)................................................................................................................................. Oct. 9, 1996.............BogI..............T 16 inch- 18 inch-20 inch-and 24 inch Butterfly Valve Chamber....................................................................................... Oct.29, 1996.............B092..............T ..................................................Oct. 29, 1996.............B092..............T 12 inch Gate Valve With By-Pass Detail.......................................................... Oct.29, 1996.............B093 ......... ................................................................................................................................. 1 inch Air&Vacuum Release Valve Assembly ..............T 2 inch Air&Vacuum Release Valve Assembly........................ . ..............................................................................................................................:.............Oct.29, 1996.............B095..............T Individual Service Pressure Reducing Valve(For 3/4 inch& I inch Service).........................................................................................................................Apr.30, 1997............B096..............T PressureReducing Valve&Vault........................................:...................................................................................................................................................Oct.29, 1996.............B097..............T Standard PRV Station Site Plan and PRV Station Site Plan In-Line Option............................................................................................................................Oct.29, 1996.............B098..............T 4"DDCV Assembly 4" Standpipe with 2 2-1/2 inch Nozzle Cross Connection-Backflow Protection Assembly................................................................Dec. 15, 1996............B098.1...........T 10-8-and 6 inch DDCV Assembly;6 inch Standpipe with 4 2-1/2 inch Nozzle Cross Connect-Backflow Protection Assembly........................................Dec. 15, 1996............B099..............T 4"Detector Double Check Valve Assembly.............................................................................................................................................................................Oct.29, 1996.............B099.1 T 10-8 and 6 inch Detector Double Check Valve Assembly ......••••....................................................................................................................................... ...........Oct.29, 1996.............13100..............T DoubleCheck Valve Assembly •....................................................................................................................................................................................................Oct.29, 1996.............B 101 Fire Hydrant Assembly Detail ..............T Hydrant Markers.......................................................................................................................................................................................................................Oct.29, 1996.............B103 Temporary 2 inch Blow-Off Assembly(For 8 inch and Smaller Mains)................................................. '••"'•"""'T .................................................................................Oct. 15, 1996.............B 104..............T Permanent 2 inch Blow-Off Assembly(For 8 inch and Smaller Mains)............................................................. ...............................................Oct. 15, 1996.............B 105..............T 3/4 inch& I inch Water Service...............................................................................................................................................................................................De c. 15, 1996............B 106..............T 1-1/2 inch&2 inch Water Service Detail Located in Planting Strip Between Curb&Sidewalk............................................................................................Oct. 15, 1996.............B107.1...........T 2 inch&2 inch Water Service Detail Located in Right-of-Way Behind Sidewalk...........................................................................................................Oct. 15, 1996.............B 107.2...........T D3-4-&6 inch Compound Meter Service..................................................................................................................................................................................Dec. 15, 1996............B108..............T echlorination................................................................................................................................................ Mar. 1981 B110..............F .......................................................................... ............ DIVISION C - GUARDRAIL AND CONCRETE BARRIER BBeamGuardrail(W Beam)-Sheet 01 of 02..............................................................................................................................................................................Sep.26, 1994............Cool..............F eam Guardrail(W Beam)-Sheet 02 of 02............................................................................................................... ....Sep.26, 1994............C002..............F BBeamGuardrail(Thrie Beam)-Sheet 01 of 02.........................................................................................................................................................................Oct. 11, 1993.............C003..............F eam Guardrail(Thrie Beam)-Sheet 02 of 02.........................................................................................................................................................................Oct. 11, 1993.............C003.1...........F Steel Post and Block for Beam Guardrail.............................................................................................................................. .Mar.31, 1989............C004 -2 Steel Structural Shape Post................................................................................................................................................................................................Sep.04, 1987............C005 TOC -iv Standard Plans Table of Contents Drawing Title Last Date Sp Page No. On-CAD ThrieBeam Transition Guardrail Section.................................................................................................................................................................................May. 09, 1988...........C006..............F GuardrailPlacement(cases 1-2-&3).......................................................................................................................................................................................Feb.09, 1989............C007..............F GuardrailPlacement(cases 4-5&6).......................................................................................................................................................................................Oct. 11, 1993.............C008..............F GuardrailPlacement(cases 7&8)............................................................................................................................................................................................Apr. 29, 1994............C009..............F GuardrailPlacement(case 9)....................................................................................................................................................................................................Mar. 18, 1994............C010..............F GuardraiPlacement(case 10)...................................................................................................................................................................................................Feb.09, 1989............COI ..............F GuardrailPlacement(case I I)-Sheet 01 of 02.........................................................................................................................................................................Aug. 12, 1994...........C012..............F GuardrailPlacement(case I I)-Sheet 02 of 02.........................................................................................................................................................................Aug. 12, 1994 ...........C012.1 ...........F GuardrailPlacement(case 12)..................................................................................................................................................................................................Aug. 12, 1994 ...........C012.1 ...........F GuardrailPlacement(case 13)..................................................................................................................................................................................................Aug. 12, 1994...........C014..............F GuardrailPlacement(case 14)..................................................................................................................................................................................................Feb.09, 1989 CO15 F GuardrailPlacement(case 15)..................................................................................................................................... ...............Feb.06, 1990............C016..............F ...................................... Guardrail Placement(case 16- 17- 18).....................................................................................................................................................................................Nov. 26, 1990...........C017..............F GuardrailPlacement(case 19)..................................................................................................................................................................................................Sep.04, 1991 ............C017.1...........F GuardrailPlacement(case 20)..................................................................................................................................................................................................Sep.04, 1991 ............C017.2...........F GuardrailPlacement(case 21)..................................................................................................................................................................................................Sep.04, 1991 ............C017.3...........F GuardrailPlacement(case 22)..................................................................................................................................................................................................Aug. 12, 1994...........C017.4...........F GuardrailTransition Sections...................................................................................................................................................................................................Oct. 11, 1993.............C018..............F GuardrailTransition Sections...................................................................................................................................................................................................Jan.01, 1995.............C019..............F GuardrailTransition Sections-(Sheet 01 of 02).......................................................................................................................................................................Jan. 01, 1995.............C019.1...........F GuardrailTransition Sections-(Sheet 02 of 02).......................................................................................................................................................................Jan.01, 1995.............C019.2...........F GuardrailTransition Sections...................................................................................................................................................................................................Jan.01, 1995.............C019.3...........F BeamGuardrail Terminals........................................................................................................................................................................................................Mar. 18, 1994............CO20..............F BeamGuardrail Terminals........................................................................................................................................................................................................Sep.20, 1991 ............CO21..............F Guardrail Connection to Bridge Rail or Concrete Barriers.......................................................................................................................................................Aug. 18, 1995...........CO22..............F BeamGuardrail Anchor Type I-Sheet 1 of 2..........................................................................................................................................................................Apr.05, 1993............CO23..............F BeamGuardrail Anchor Type l-Sheet 2 of 2..........................................................................................................................................................................Apr.05, 1993............CO24..............F BeamGuardrail Anchor Type 2................................................................................................................................................................................................Jan.21, 1985.............CO25..............F BeamGuardrail Anchor Type 4-Sheet 1 of 2.........................................................................................................................................................................Jan.06, 1995.............CO27.1...........F ...................................................................................... ............ Beam Guardrail Anchor Type 4-Sheet 2 of 2.......................................... ............................Jan. 06, 1995.............CO27.2...........F . BeamGuardrail Anchor Type 5................................................................................................................................................................................................Apr. 05, 1993............CO28..............F BeamGuardrail Anchor Type 6-Sheet 1 of 4..........................................................................................................................................................................Apr. 05, 1993............CO29..............F BeamGuardrail Anchor Type 6-Sheet 2 of 4..........................................................................................................................................................................Apr.05, 1993............C030..............F BeamGuardrail Anchor Type 6-Sheet 3 of 4..........................................................................................................................................................................Apr.05, 1993............C031 ..............F BeamGuardrail Anchor Type 6-Sheet 4 of 4..........................................................................................................................................................................Apr.05, 1993............C031.1 ...........F BeamGuardrail Terminal Section............................................................................................................................................................................................Jun. 12, 1987.............C034..............F ThrieBeam Terminal Section...................................................................................................................................................................................................May.26, 1995...........C035..............F ConcreteBarrier Type 2...........................................................................................................................................................................................................Jun. 01, 1992.............C036..............F ConcreteBarrier Type 4 and Transition Section.......................................................................................................................................................................Apr. 11, 1986............C037..............F ConcreteBarrier Light Standard Section..................................................................................................................................................................................Aug. 15, 1985...........C038..............F ConcreteBarrier Type 5...........................................................................................................................................................................................................Jun.04, 1985.............C039..............F Alternative Temporary Concrete Barrier-Sheet I of 2.............................................................................................................................................................Jan.04, 1988.............C040..............F Alternative Temporary Concrete Barrier-Sheet 2 of 2.............................................................................................................................................................Jan.04, 1988.............C041 ..............F RedirectionalLand Form..........................................................................................................................................................................................................Mar. 18, 1994............C042..............F TOC -v Standard Plans Table of Contents Drawing Title Last Date Sp Page No. On-CAD ConcreteBarrier Berm Type I..................................................................................................................................................................................................Dec.02, 1988............C043..............F BoxCulvert Guardrail Steel Post-Sheet l of 2........................................................................................................................................................................Jul.28, 1989..............C044..............F BoxCulvert Guardrail Steel Post-Sheet 2 of 2........................................................................................................................................................................Jul.28, 1989..............C045..............F DoubleRow Inertial Barrier Configuration..............................................................................................................................................................................Dec.23, 1993............C046..............F SECTION D - RETAINING WALLS, CRIBBING AND SLOPE PROTECTION Reinforced Concrete Retaining Wall Type 1:2' Surcharge or Traffic Barrier- I of 2.............................................................................................................Jul. 28, 1995..............DOOI.I...........F Reinforced Concrete Retaining Wall Type 1:2' Surcharge or Traffic Barrier-2 of 2.............................................................................................................Jul.28, 1995..............D001.2...........F Reinforced Concrete Retaining Wall Type 2:2' Surcharge or Traffic Barrier W/Sloping Front Face- 1 of 2.........................................................................Jul.28, 1995..............D001.3...........F Reinforced Concrete Retaining Wall Type 2:2' Surcharge or Traffic Barrier W/Sloping Front Face-2 of 2.........................................................................Jul. 28, 1995..............DOOIA...........F Reinforced Concrete Retaining Wall Type 3: 2: 1 Backslope wNertical Front Face.............................................................................................................Jul.28, 1995..............D001.5...........F Reinforced Concrete Retaining Wall Type 4: 2: 1 Backslope w/Sloping Front Face.............................................................................................................Jul.28, 1995..............D001.6...........F Reinforced Concrete Retaining Wall Type 5: 2 : 1 Backslope wNertical Front Face.............................................................................................................Jul.28, 1995..............D001.7...........F Reinforced Concrete Retaining Wall Type 6: 2: 1 Backslope w/Sloping Front Face.............................................................................................................Jul.28, 1995..............D001.8...........F NoiseBarrier-Type I ..............................................................................................................................................................................................................Jun.23, 1995.............D002.1...........F NoiseBarrier-Type 7.................................................................................................:............................................................................................................Jun.23, 1995.............DO02.2...........F NoiseBarrier-Type 8-Sheet I of 2........................................................................................................................................................................................Jun.23, 1995.............D002.3...........F NoiseBarrier-Type 8-Sheet 2 of 2........................................................................................................................................................................................Jun.23, 1995.............D002.4...........F NoiseBarrier-Type 10-Sheet I of 2......................................................................................................................................................................................Jun.23, 1996.............D002.5...........F NoiseBarrier-Type 10-Sheet 2 of 2......................................................................................................................................................................................Jun.23, 1995.............D002.6...........F NoiseBarrier-Type 17............................................................................................................................................................................................................Jun.23, 1995.............DO02.7...........F MortarRubble Masonry Retaining Wall..................................................................................................................................................................................Jan.25, 1980.............D005..............F Backfillfor Retaining Walls.....................................................................................................................................................................................................May.23, 1983...........D006..............F MetalCribbing Type 1-Sheet 1 of 2........................................................................................................................................................................................Jun.23, 1995.............D007.1...........F MetalCribbing Type 1-Sheet 2 of 2........................................................................................................................................................................................Apr.09, 1993............D007.2...........F MetalCribbing Type 2-Sheet I of 2........................................................................................................................................................................................Apr.09, 1993............D008..............F MetalCribbing Type 2-Sheet 2 of 2........................................................................................................................................................................................Apr.09, 1993............D008.1...........F Gabions.....................................................................................................................................................................................................................................Aug. 18, 1995...........D009..............F WireMesh Slope Protection.....................................................................................................................................................................................................Jan.04, 1980.............DO1 I..............F WireMesh Slope Protection Anchors.......................................................................................................................................................................................Jan.04, 1980.............DO 12..............F RockProtection Fence..............................................................................................................................................................................................................Jan.04, 1980.............D013..............F ConcreteSlope Protection-Sheet 01 of 02...............................................................................................................................................................................Aug. 17, 1990...........D014..............F ConcreteSlope Protection-Sheet 02 of 02...............................................................................................................................................................................Aug. 17, 1990...........D015..............F BankStabilization.....................................................................................................................................................................................................................Apr.01, 1986............D016..............F SECTION E - BRIDGES AND TRESTLES DateNumerals..........................................................................................................................................................................................................................Jun.29, 1990.............E001 ..............F Pile or Frame Detour Bridge with Asphalt Overlay-Sheet 1 of 2............................................................................................................................................Aug.27, 1993...........E002.1 ...........F Pile or Frame Detour Bridge with Asphalt Overlay-Sheet 2 of 2............................................................................................................................................Aug.27, 1993...........E002.2...........F Precast and Prestressed Concrete Piles 13 inch Diameter.........................................................................................................................................................Aug.07, 1986...........E004..............F Prestressed Concrete Piles 16 inch and 18 inch Diam..............................................................................................................................................................Dec.22, 1987............E005..............F ManholeRing and Cover for Bridges.......................................................................................................................................................................................Jan.25, 1980.............E006..............F TOC -vi Standard Plans Table of Contents Drawing Title Last Date Sp Page No. On-CAD SECTION F - CURBS, APPROACHES, GUTTERS AND SIDEWALKS CementConcrete Curbs and Gutters.........................................................................................................................................................................................Mar. 13, 1992............F001...............F X Precast Traffic Curb..................................................................................................................................................................................................................Nov.26, 1979...........F002...............F BlockTraffic Curb....................................................................................................................................................................................................................Dec. 15, 1996............F003...............T Extruded Curb...........................................................................................................................................................................................................................Feb.21, 1991 ............F004...............F Cement Concrete Sidewalk&Approach Details Sheet l of 2......................... ..........Aug. 10, 1995........... Cement Concrete Sidewalk&Approach Details............................................................................ Apr. 30, 1997............F005.2............F X .......................................................................................... Cement Concrete Approach for Driveway and Alleys.............................................................................................................................................................Dec. 15, 1996............F006...............T X TypicalSidewalk......................................................................................................................................................................................................................Dec. 15, 1996............F007...............T >G Curb&Gutter Replacement Detail...........................................................................................................................................................................................Dec. 15, 1996............F008...............T K SECTION G - SIGNS AND SIGN SUPPORTS SignBridge-Sheet 01 of 03......................................................................................................................................................................................................Jul. 28. 1995..............G002.1...........F Sign Bridge-Sheet 02 of 03......................................................................................................................................................................................................Jul.28, 1995..............G002.2...........F SignBridge-Sheet 03 of 03......................................................................................................................................................................................................Jul.28, 1995..............G002.3...........F SignBridge...............................................................................................................................................................................................................................Jul.28, 1995..............G004..............F CantileverSign Structures........................................................................................................................................................................................................Jul.28, 1995..............G006..............F Cantilever Sign Structures Foundation Sheet l of 2........................................................................................................................... Jul.28, 1995..............G007..............F Cantilever Sign Structures Foundation Sheet 2 of 2.................................................................................................................................................................Jul.28, 1995..............G007.1...........F RoadsideSign Structures on Timber Posts................................................................................................................................................................................Jun.23, 1995.............G008..............F Roadside Signs on Laminated Wood Box................................................................................................................................................................................Aug. 12, 1994...........G009..............F Maintenance Walkways New Sign Bridges..............................................................................................................................................................................Oct.24, 1975.............GOIO..............F Maintenance Walkways Existing Sign Bridges........................................................................................................................................................................Aug. 31, 1973...........GO11..............F Milepost....................................................................................................................................................................................................................................Apr.04, 1988............G012..............F Roadside Sign Structures(Steel post)- Sheet 01 of 02............................................................................................................................................................Aug. 17, 1990...........G013..............F Roadside Sign Structures(Steel post)-Sheet 02 of 02.............................................................................................................................................................Jan.28, 1985.............GO 14..............F Type 2 Base Connections for Multiple Steel Post Signs-Sheet 01 of 03.................................................................................................................................Oct. 18, 1985.............G015..............F Type 2 Base Connections for Multiple Steel Post Signs-Sheet 02 of 03.................................................................................................................................Oct. 18, 1985.............G016..............F Type 2 Base Connections for Multiple Steel Post Signs-Sheet 03 of 03......................................................................................................I...........................Oct. 18, 1985.............G017..............F SignMounting Details-Sheet 01 of 03....................................................................................................................................................................................Nov. 16, 1990...........G018..............F SignMounting Details-Sheet 02 of 03.....................................................................................................................................................................................Nov. 16, 1990...........G019..............F SignMounting Details-Sheet 03 of 03....................................................................................................................................................................................Nov. 16, 1990...........G020..............F SignMounting on Single Wood or Metal Posts.......................................................................................................................................................................Oct.30, 1996.............G021..............T Sign Mounting on Signal Pole Mast Arm(Fixed Mount)........................................................................................................................................................Oct.30, 1996.............G022..............T Sign Mounting on Signal Pole Mast Arm(Swing Mount).......................................................................................................................................................Dec. 15, 1996............G023..............T GroundMounted Street Name Signs........................................................................................................................................................................................Oct.30, 1996.............G024..............T SECTION H - DELINEATORS AND MISCELLANEOUS CONSTRUCTION ChannelizationMarkers(Sheet 1 of 2).....................................................................................................................................................................................Oct.30, 1996.............H001 T X ............. J annelization Markers(Sheet 2 of 2).....................................................................................................................................................................................Oct.30, 1996.............H002..............T StripingDetails.........................................................................................................................................................................................................................Jun.28, 1985.............H003..............F StripingDetails.........................................................................................................................................................................................................................Jun.28, 1985.............H004..............F StripingDetails.........................................................................................................................................................................................................................Jun.28, 1985.............H005..............F TOC -vii Standard Plans Table of Contents Drawing Title Last Date Sp Page No. On-CAD Two-way Left Turn-Arrows...................................................................................................................................................................................................Oct. 02, 1987.............H006..............F Raised Pavement Markers and Precast Block Traffic Curbs.....................................................................................................................................................Oct.02, 1987.............H007..............F Y--✓ PavementMarking Details........................................................................................................................................................................................................Aug.01, 1990...........H008..............F PavementMarkings..................................................................................................................................................................................................................Jul. 17, 1981..............H009..............F Thru&Left Turn Only Arrow Detail.......................................................................................................................................................................................Oct. 30, 1996.............HOW..............T Thru&Right Turn Only Arrow Detail.....................................................................................................................................................................................Dec. 15, 1996............H01 I..............T Painted/Thermoplastic Crosswalk.............................................................................................................................................................................................Apr.01, 1990............H012..............F ,�✓ Typical 5 Lane-58'Roadway Pavement Markings..................................................................................................................................................................Jun.03, 1988.............H013..............F ✓ TrafficCurb Island w/Curb Ramp Detail..................................................................................................................................................................................Oct.30, 1996.............H014..............T TrafficCircle...................................................................................................................................................................................I........................................Oct.30, 1996.............H015..............T Standard Speed Bump&Bump Sign Details(For Alley Use Only)........................................................................................................................................Jul.01, 1990..............H016..............F GuidePosts...............................................................................................................................................................................................................................Oct. 16, 1992.............H017..............F GuidePost Placement Grade Intersection.................................................................................................................................................................................Feb.06, 1995............H017.1...........F GuidePost Placement For Interchanges...................................................................................................................................................................................Oct. 16, 1992.............H017.2...........F GuidePost Placement For Horizontal Curves..........................................................................................................................................................................Oct. 16, 1992.............H017.3...........F MiscGuide Post Placement......................................................................................................................................................................................................Aug. 12, 1994...........HO17.4...........F GuidePost Placement For Bridges...........................................................................................................................................................................................Oct. 16, 1992.............HO 17.5...........F TypeIII Barricade.....................................................................................................................................................................................................................Dec.29, 1989............H018..............F Bollard-Type I.........................................................................................................................................................................................................................Mar. 15, 1991............HO 19..............F Bollard-Type II........................................................................................................................................................................................................................Mar. 15, 1991............H020..............F Removable Wooden Bollard Type A-Type B-and Type C...................................................................................................................................................Dec. 15, 1996............H021..............T FixedWooden Bollard-Type A-Type B-Type C...................................................................................................................................................................Dec. 15, 1996............H022..............T Cement Concrete Stairway Construction Details......................................................................................................................................................................Apr.22, 1988............H023..............F SteelPipe Handrail for Sidewalk..............................................................................................................................................................................................Dec. 15, 1996............H024..............T SteelPipe Handrail for Bike Path.............................................................................................................................................................................................Oct. 30, 1996.............H025..............T U.S.P.O.Neighborhood Delivery and Collection Box Unit(Mailbox)Installation.................................................................................................................Aug.01, 1987...........H026..............F MailboxMounting Location.....................................................................................................................................................................................................Jul.01, 1987..............H027..............F MailboxInstallation-Sheet 01 of 03........................................................................................................................................................................................Sep. 18, 1992............H028..............F MailboxInstallation-Sheet 02 of 03........................................................................................................................................................................................Sep. 18, 1992............H029..............F Mailbox Installation-Sheet 03 of 03 ............................Sep. 18, 1992............H030..............F MonumentCase&Cover.........................................................................................................................................................................................................Feb.01, 1989............H031..............F Lane Width OverlayFor Flexible Pavement Only) ........ .. ... ...... .. .. .. ... ... ........................................ . .( Y)........................... ... ..... ..... ... . ...... .................................Dec. 15, 1996............H032..............T 15 � Typical Patch For Flexible Pavement when Perpendicular To Roadway Center Line.............................................................................................................Dec. 15, 1996............H032A...........T Typical Patch For Rigid Pavement Pavement Patching&Restoration Detail..........................................................................................................................Dec. 15, 1996............H033..............T BussShelter Footing.................................................................................................................................................................................................................Dec. 15, 1996............H034..............T Embankmentat Bridge Ends....................................................................................................................................................................................................Feb.22, 1982............H035..............F SlopeTreatment........................................................................................................................................................................................................................Nov. 26, 1979...........H036..............F SECTION I - WASTE DISPOSAL AND RECLAMATION RestArea Building Details Septic Tank...................................................................................................................................................................................Nov.26, 1979...........I001 ...............F RestArea Building Details Drain Field....................................................................................................................................................................................Nov.26, 1979...........I002...............F TOC -viii I- vooj Q,� zi�°1o° �p*v�ti t � a1)) Standard Plans Table of Contents Drawing Title Last Date Sp Page No. On-CAD "NO SECTION J - ILLUMINATION AND SIGNALS > I PowerSources..........................................................................................................................................................................................................................Feb.04, 1982............J001 ...............F �r.L Standard25'Davit Pole............................................................................................................................................................................................................Oct.30, 1996.............1002...............T Standard30'Davit Pole............................................................................................................................................................................................................Oct.02, 1987.............J003...............F Standard35'Davit Pole............................................................................................................................................................................................................Oct.02, 1987.............J004...............F Standard40 inch Davit Pole.....................................................................................................................................................................................................Oct.02, 1987.............J005...............F StrainRelief Detail...................................................................................................................................................................................................................Oct.30, 1996.............J006...............T TypicalLighting Underground System....................................................................................................................................................................................Dec. 15, 1996............J007...............T ConcretePad Details.................................................................................................................................................................................................................Oct. 30, 1996.............J008...............T Street Light Standard Decal Numbering System......................................................................................................................................................................Dec. 15, 1996............J009...............T Street Light Contractor Cabinet&Cabinet Foundation...........................................................................................................................................................Dec. 15, 1996............J010...............T StreetLighting Contractor Cabinet Schematic.........................................................................................................................................................................Oct.30, 1996.............JO1 l...............T TypeIII Service Cabinet...........................................................................................................................................................................................................Oct.30, 1996.............J012...............T FuseKit&Splice Kit Details...................................................................................................................................................................................................Nov.05, 1996...........JO13...............T LightBase and Junction Box Locations...................................................................................................................................................................................Dec. 15, 1996............JO14...............T TypicalConcrete Pad Details....................................................................................................................................................................................................Nov.07, 1996 JunctionBox Details.................................................................................................................................................................................................................Nov.01, 1989...........J016...............T CabinetFoundation Details......................................................................................................................................................................................................Jan.06, 1989.............J017...............F Signal Head Mounting Details-Pole and Post Top Mountings................................................................................................................................................Feb.22, 1982............J018...............F Signal Head Mounting Details-Mast Arm and Span Wire Mountings....................................................................................................................................Feb.22, 1982............J019...............F MiscellaneousSignal Details....................................................................................................................................................................................................Feb.22, 1982............J020...............F Signal Standard Type Designations and Type PPB-PS and I Details......................................................................................................................................Feb.22, 1982............J021...............F SpanWire Installation-Sheet 01 of 02.....................................................................................................................................................................................Oct. 12, 1992.............J021.1 ............F SpanWire Installation-Sheet 02 of 02.....................................................................................................................................................................................Oct. 12, 1992.............J021.2............F PedestrianPush Button Post.....................................................................................................................................................................................................Nov.05, 1996...........J022...............T PedestrianHead Pole................................................................................................................................................................................................................Nov.05, 1996...........J023...............T PedestrianSign.......................................................................................................................... ....................Nov.05, 1996 PedestrianPush Button&Sign Pole Mounting........................................................................................................................................................................Dec. 15, 1996............J025...............T ConcreteFoundation for F Cabinet........................................................................................................................................................................................Nov.05, 1996...........J026...............T M-1 Controller Base&Conduit Detail.....................................................................................................................................................................................Nov.05, 1996...........J027...............T P-1 Controller Base&Conduit Detail......................................................................................................................................................................................Nov.05, 1996...........J028...............T SignalPole Foundation.............................................................................................................................................................................................................Dec. 15, 1996............J029...............T PedestalMount with Cast Aluminum Base..............................................................................................................................................................................Feb.09, 1989............J030...............F PedestalMount for Type F or G Cabinets................................................................................................................................................................................Dec. 15, 1996............1031...............T EmergencyPre-emption Detector.............................................................................................................................................................................................Nov.05, 1996...........J032...............T SignalHead Location Detail.....................................................................................................................................................................................................Dec. 15, 1996............J033...............T DetectorNumbering System.....................................................................................................................................................................................................Dec. 15, 1996............J034...............T TrafficSignal Pole....................................................................................................................................................................................................................Nov.05, 1996...........J035...............T TrafficSignal Head Mounting Details......................................................................................................................................................................................Oct.05, 1996.............J036...............T Signal Tenon Installation-Side Mounted Signal Coupling Detail............................................................................................................................................Dec. 15, 1996............J037...............T Induction Loop Wiring and Loop Splicing Detail....................................................................................................................................................................Nov.05, 1996...........J038...............T InductionLoop Detail...............................................................................................................................................................................................................Nov.05, 1996...........J039...............T TOC -ix Standard Plans Table of Contents Drawing Title Last Date Sp Page No. On-CAD SECTION K - TRAFFIC CONTROL PLANS TrafficControl Plan(temp paved detour).................................................................................................................................................................................Oct.20, 1995.............K001 Traffic Control Plan(two lanes-one closed)............................................................................................................................................................................Oct. 20, 1995.............K002..............F TrafficControl Plan(road closed-detour)................................................................................................................................................................................Oct. 20, 1995.............K003..............F K Traffic Control Plan(four lanes-one closed)...........................................................................................................................................................................Oct. 20, 1995.............K004..............F Traffic Control Plan(four-lane divided-one closed)......................................................................................... Oct. 20, 1995.............K006..............F ...................................................................... Traffic Control Plan(multilane)...............................................................................................................................................................................................Oct. 20, 1995.............K007..............F Traffic Control Plan(intersection-right turn only lane)...........................................................................................................................................................Oct.20, 1995.............K009..............F Traffic Control Plan(intersection-left turn only lane).............................................................................................................................................................Oct. 20, 1995.............K010..............F TrafficControl Plan(portable barrier)......................................................................................................................................................................................Oct. 20, 1995.............K012..............F Traffic Control Plan(two lanes-paving operation)..................................................................................................................................................................Oct. 20, 1995.............K015..............F TrafficControl Plan(freeway shoulder work)..........................................................................................................................................................................Oct. 20, 1995.............K016..............F Traffic Control Plan(urban shoulder work).......................................................................................... .................Oct. 20, 1995.............K017..............F .................................................................. SECTION L - FENCE AND GLARE SCREEN WireFence................................................................................................................................................................................................................................Jan.21, 1985.............1,001 ..............F ChainLink Fence Sheet I of 2...............................................................................................................................................................................................May.24, 1991...........L002..............F ChainLink Fence Sheet 2 of 2.................................................................................................................................................................................................May.21, 1991...........L002.1...........F ChainLink Gates......................................................................................................................................................................................................................Jan.21, 1985.............L003..............F GlareScreen Type 1 .................................................................................................................................................................................................................Jan. 21, 1985.............L005..............F GlareScreen Type 2.................................................................................................................................................................................................................Sep.02, 1986............L006..............F AccessControl Gate.................................................................................................................................................................................................................Jan.21, 1985.............L007..............F APPENDIX A - DOT/APWA PLAN ADOPTION Complete listing of all WSDOT/APWA Standard Plans, showing City of Renton adoption status. TOC -x DIVISION 1 1-01 DEFINITIONS AND TERMS 1-01.2 Abbreviations 1-01.2(2) Items of Work and Units of Measurement Supplement this section with the following: CPEP Corrugated High Density Polyethylene Pipe CMP Corrugated Metal Pipe Conn. Connection DI Ductile Iron E East Ex, Exist Existing FF Finished Floor ID Inside Diameter Inv Invert IE Invert Elevation MON Monument N North No. Number OD Outside Diameter PC Point of Curve PT Point of Tangency PI Point of Intersection PCC Portland Cement Concrete RCP Reinforced Concrete Pipe R/W Right-of-Way S South SS Sanitary Sewer or Side Sewer S.ST. Stainless Steel W West 1-02.4(2) Subsurface Information (Addition) A geotechnical study for the SW 43rd Street drainage project was conducted by Hong West Associates. The findings and recommendations of Hong West Associates are summarized in a report bound within the contract bid document following the Construction Plans. The elevations listed in the geotechnical report are based on the National Geodetic Vertical Datum (NGVD) of 1929. These elevations are theoretically 3.58 feet lower than the North American Vertical Datum (NAVD) of 1988 used to prepare the Construction Plans. X1159122.100/10/10/97 1-1 DIVISION 1 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 1-07.1(1) Archaeological Discoveries and Historic Preservation Clause (New Section) The Contractor shall adhere to the National Historic Preservation Act of 1966 and 36 CFR 800 which provide for the preservation of potential historical, architectural, archaeological, or cultural resources (herein called "cultural resources") and fair compensation to the Contractor for delays resulting from such cultural resources investigations. In the event that potential cultural resources are discovered during subsurface excavations at the site of construction, the following procedures shall be instituted: 1. The Owner shall issue a Work Suspension Order directing the Contractor to cease all construction operations at the location of such potential cultural resources find. 2. If archaeological findings include human remains, the Engineer shall contact a qualified archaeologist in consultation with the State Historic Preservation Officer (SHPO) to evaluate the remains. 3. Such Work Suspension Order shall be effective until such time as a qualified archaeologist can be called by the Engineer to assess the significance of these potential cultural resources and make recommendations to the State Historical Preservation Officer. If the archaeologist, in consultation with State Historic Preservation, determines that the potential find is a significant cultural resource, the Owner shall extend the duration of the Work Suspension Order. 4. Suspension of work at the location of the find shall not be grounds for any claim by the Contractor unless the suspension extends beyond the contract working days allowed for the project, in which case the Engineer will make an adjustment for increased cost of performance of the contract. 1-07.15 Temporary Water Pollution/Erosion Control Temporary water pollution/erosion control for installation of the large diameter pipe at SW 43rd Street and Oakesdale Avenue shall at a minimum include the following measures: ■ The existing 54" pipe between the new manhole no. 1 and the first existing manhole downstream is to be used as a settling tank by installing shallow temporary sandbag berms at each end of the existing pipe. The purpose of the sandbags is to create a pool of standing water in the pipe to allow for settlement of particulate matter and to prevent backwater flooding from the downstream system which outfalls to Springbrook Creek at SW 41st Street. The top of the downstream sandbags must be lower in elevation than the top of the upstream sandbags so that the water will overflow to the north. All dewatering water pumped from the trench shall be discharged to the sandbagged pipe system for settlement. Prior to bringing the new pipe on-line, sediments that have accumulated in the settlement pipe are to be removed using vacuum equipment. As construction progresses and unexpected or seasonal conditions dictate, the Contractor shall anticipate that more water pollution/erosion control measures will be necessary. It shall be the obligation and responsibility of the Contractor to revise or supplement the pollution/erosion X1159122.100/10/10/97 1-2 DIVISION 1 control measures as may be needed to protect the work, adjacent properties, storm drains, streams, and other water bodies. At all times, there must be materials on the job site to handle any spills caused by the contractor, such as tack, oils, diesel, etc. Materials would include, but not be limited to, oil absorbent pads and "kitty litter". The Contractor must supply said materials at his expense and, in the event of a spill, be responsible for cleanup and disposal of contaminated materials. Payment for temporary water pollution/erosion control work will be paid based on the lump sum contract price. Payment will be made as the work proceeds, after presentation of invoices by the Contractor showing related costs. If the total of such payments is less than the lump sum contract price for this item, the unpaid balance will be included in the final contract payment. Payment of the lump sum contract price will constitute full compensation for completion of the work. The contractor shall be responsible for all monitoring, testing, and reporting that may be required by applicable local, state, or federal laws, ordinances, and regulations. No separate measurement and payment will be made for such work, but shall be incidental to the item "Temporary Water Pollution/Erosion Control". 1-07.17 Utilities and Similar Facilities Section 1-07.17 is revised and supplemented as follows: Existing surface features shown on the plans were developed from record drawings and supplemented in the immediate vicinity of the proposed work with limited approximate field measurement of surface features. The Contracting Agency makes no representations, guarantees, or warranties as to the accuracy and completeness of the information shown. 1-07.23(1) Public Convenience and Safety (Supplemental) Driveways are to be open and accessible during the non-working hours. Once the catch basin work affecting driveways is begun, the Contract shall complete work at the earliest possible time. A temporary ACP cold patch shall be used to cover trenches. The Contractor shall be responsible for delivering notification twice to all properties that front on, or access from such driveways signs a minimum of 72 hours in advance of the work taking place. The City shall supply the Contractor with sufficient standard notification forms that the Contractor shall fill out with the specific location and times for each location to be affected All work and materials associated with the notification procedures shall be incidental to the contract lump sum price for "Traffic Control." 1-08 PROSECUTION AND PROGRESS 1-08.1(3) Hours of Work (Addition) All work within the right-of-way of SW 43rd Street shall be performed between the off-peak traffic hours of 8:30 p.m. to 5:30 a.m. (night work), unless otherwise approved by the Engineer. X1159122.100/10/10/97 1-3 DIVISION 1 1-09 MEASUREMENT AND PAYMENT 1-09.3(1) Basic Bid (New Section) This section is an outline of the basic bid which determines the low bidder for this project. Bid Item 1: Mobilization Mobilization will be paid based on the lump sum bid price, which payment will be in accordance with Section 1-09.7. Mobilization will not be considered as work in fulfilling the contract requirement for commencement of work. The Contractor shall prepare a Work Plan which shall show the proposed construction sequence of the project, when new pipes and catch basins will be installed and how stormwater drainage will be maintained during construction. The large diameter crossing of SW 43rd Street shall be constructed first. The Contractor shall prepare a Mobilization Plan which shall show the location for storage of all equipment and material proposed to be located at the construction site. The work plan, mobilization plan, erosion control plan (see Bid Item 2), traffic control plan and list of traffic signal contractors (see Bid Item 3), shoring plan (see Bid Item 51), and signal conduit protection/reinstallation plan (see Bid Item 7) shall be submitted to the Engineer prior to the Pre-construction Conference. Bid Item 2: Temporary Water Pollution/Erosion Control This item consists of all activities required to prevent, control, and stop water pollution or erosion within the project as per Section 1-07.15 of the specifications. This work includes, but is not limited to, installation, maintenance, and cleanup of settling tank system, catch basin protection, placement of plastic sheets over soil, seeding, mulching, netting, and cleaning catch basins. Measurement and payment shall be in accordance with Section 1-07.15 of the specifications. Bid Item 3: Traffic Control This item shall be full compensation for all work required per Section 1-10 of the specifications. Measurement and payment shall be in accordance with Section 1-10 of the specifications. The Contractor is required to prepare a Traffic Control Plan for review and approval by the City. Several plans may be needed to show different traffic control provisions and markings for various phases of the project. - , 30 As noted in Section 1-08.1(3), all work within thri ht-of--way�1'f SW 43rd Street shall be performed between the off-peak traffic hours of p p ,,1 (�;p.m. to��a.m.(night work). During these hours, the Contractor may restrict traffic to one eastbound and one west bound lane. For installation of the large diameter pipe crossing of SW 43rd Street, the Contractor may alternatively close SW 43rd Street to all but emergency traffic between Oakesdale Avenue SW and Lind Avenue SW. If the street is closed, the Contractor shall X1159122.100/10/10/97 1-4 DIVISION 1 be required to maintain a minimum 20-foot width through the closed roadway for emergency vehicle access. The Contractor shall also be required to set up a detour route along Oakesdale Avenue, SW 41st Street, and Lind Avenue for all other traffic. In addition to all of notifications required for traffic control changes, the Contractor shall also keep Roger Steinert of WSDOT Construction Traffic Coordination advised at (206)440-4471 when traffic control changes will be in effect. All traffic signals are to remain in operation throughout the project. Prior to the pre- construction conference, the Contractor shall submit a list of traffic signal contractors to be on-call in case signal conduits are damaged. Bid Item 4: Contractor Supplied Surveying The Contractor shall provide all required survey work, including such work as mentioned in Sections 1-05.4, 1-05.5, 1-11 and elsewhere in the specifications as being provided by the Engineer. Progress payments will be made in accordance with Section 1-09.9(1). Payment of the lump sum bid amount will constitute full compensation for all materials, equipment, labor, as-built drawings and information, licensed surveyor's seal and signature, and all other items necessary and incidental to the completion of the work. Bid Item 5: Shoring or Extra Excavation, Class B This item shall be full compensation for all work required per Section 2-09.3(4) of the specifications. Payment will be based on the lump sum bid price. Progress payments will be made in accordance with Section 1-09.9(1). The Contractor is required to prepare a shoring plan for review by the Engineer. Bid Item 6: Sawcut and Remove Existing Cement Concrete Panel This item shall be full compensation for all work required to remove existing cement concrete panels that may be encountered within the middle portion of the SW 43rd Street roadway. The panels shall be removed by sawcutting along the edge of the section to be removed or removing the panel to the near joint as directed by the Engineer. Payment will be paid by the cubic yard of concrete removed based upon measurement of the length, width, and depth of the section removed. Payment at the unit contract price shall be full compensation for completion of the work, including, but not limited to: sawcutting, excavation, and material disposal. This bid item is included for sawcutting and removal of cement concrete pavement only. Sawcutting and removal of asphalt concrete pavement is incidental to the ACP trench patch. Bid Item 7: Temp. Support and Reinstall Traffic Signal/Lighting Conduit This item shall be full compensation for all work required to temporarily support and reinstall all traffic signal/lighting conduits within the area of work. The Contractor shall submit a plan and/or description of how the temporary support and reinstallation will be accomplished prior to the start of construction. X1159122.100/10/10/97 1-5 DIVISION 1 All traffic signals are to remain in operation throughout the project. Prior to the start of construction, the Contractor shall submit a list of traffic signal contractors to be on-call in case signal conduits are damaged. Payment will be based on the lump sum bid price. Progress payments will be made in accordance with Section 1-09.9(1). Bid Item 8: 60-inch Reinforced Concrete Pipe This item consists of constructing 60-inch reinforced concrete storm pipe in accordance with Section 7-04. Measurement and payment shall be in accordance with Section 7-04. Unless stated otherwise, payment at the unit contract price shall be full compensation for completion of the work, including, but not limited to, all sawcutting, excavation, dewatering and temporary bypass of all storm system flows, material disposal, furnishing pipe materials and appurtenances (such as special fittings, couplings, manhole connectors, etc.), installing, backfilling, hauling, compaction testing, cleaning, and testing. Temporary and permanent asphalt concrete pavement trench patching and restoration will be paid under "ACP Trench Patch". Pipe bedding material shall be incidental to the pipe. Where required by these specifications, the Contractor shall use "Control Density Fill" or "Bank Run Gravel for Trench Backfill" as backfill with payment made under the applicable bid item. Native material is to be used instead of "Bank Run Gravel for Trench Backfill" unless the native material is unsuitable for use as backfill. Any shoring, if necessary, shall meet the requirements of Section 2-09.3(4) with payment being made under the bid item "Shoring and Extra Excavation, Class B." Removal of unstable base material, if necessary, and its replacement with gravel backfill as necessary to provide a dense, unyielding foundation shall be paid under the bid item "Gravel Backfill for Foundations, Class A." Bid Item 9: 12-inch Ductile Iron Pipe This item consists of constructing 12-inch ductile iron storm pipe in accordance with Section 7-04. Measurement and payment shall be in accordance with Section 7-04. Unless stated otherwise, payment at the unit contract price shall be full compensation for completion of the work, including, but not limited to, all sawcutting, excavation, dewatering and temporary bypass of all storm system flows, material disposal, furnishing pipe materials and appurtenances (such as special fittings, couplings, manhole connectors, etc.), installing, backfilling, hauling, compaction testing, cleaning, and testing. Temporary and permanent asphalt concrete pavement trench patching and restoration will be paid under "ACP Trench Patch". Pipe bedding material shall be incidental to the pipe. Where required by these specifications, the Contractor shall use "Control Density Fill" or "Bank Run Gravel for Trench Backfill" as backfill with payment made under the applicable bid item. Native material is to be used instead of "Bank Run Gravel for Trench Backfill unless the native material is unsuitable for use as backfill. Any shoring, if necessary, shall meet the requirements of Section 2-09.3(4) with payment being made under the bid item "Shoring and Extra Excavation, Class B." Removal of unstable base XI 159122.100/10/10/97 1-6 DIVISION 1 material, if necessary, and its replacement with gravel backfill as necessary to provide a dense, unyielding foundation shall be paid under the bid item "Gravel Backfill for Foundations, Class A." Bid Item 10: 96-inch Type III Manhole This item consists of constructing 96-inch Type III cement concrete manholes where shown on the plans in accordance with the requirements of Section 7-05. Measurement and payment shall be in accordance with Section 7-05. Unless stated otherwise, payment at the unit contract price shall be full compensation for completion of the work, including, but not limited to, all sawcutting, excavation, dewatering and temporary bypass of all storm system flows, material disposal, furnishing materials and appurtenances (such as special fittings, frame and cover, etc.), installing, backfilling, hauling, connecting to the existing pipes, compaction testing, cleaning, and adjustment of frame to grade. Temporary and permanent asphalt concrete pavement trench patching and restoration will be paid under"ACP Trench Patch". Pipe bedding material shall be incidental to the pipe. Where required by these specifications, the Contractor shall use "Control Density Fill" or "Bank Run Gravel for Trench Backfill" as backfill with payment made under the applicable bid item. Native material is to be used instead of "Bank Run Gravel for Trench Backfill unless the native material is unsuitable for use as backfill. Any shoring, if necessary, shall meet the requirements of Section 2-09.3(4) with payment being made under the bid item "Shoring and Extra Excavation, Class B." Removal of unstable base material, if necessary, and its replacement with gravel backfill as necessary to provide a dense, unyielding foundation shall be paid under the bid item "Gravel Backfill for Foundations, Class A." Bid Item 11: 120-inch Type III Manhole This item consists of constructing 120-inch Type III cement concrete manholes where shown on the plans in accordance with the requirements of Section 7-05. Measurement and payment shall be in accordance with Section 7-05. Unless stated otherwise, payment at the unit contract price shall be full compensation for completion of the work, including, but not limited to, all sawcutting, excavation, dewatering and temporary bypass of all storm system flows, material disposal, furnishing materials and appurtenances (such as special fittings, frame and cover, etc.), installing, backfilling, hauling, connecting to the existing pipes, compaction testing, cleaning, and adjustment of frame to grade. Temporary and permanent asphalt concrete pavement trench patching and restoration will be paid under"ACP Trench Patch". Pipe bedding material shall be incidental to the pipe. Where required by these specifications, the Contractor shall use "Control Density Fill" or "Bank Run Gravel for Trench Backfill" as backfill with payment made under the applicable bid item. Native material is to be used instead of "Bank Run Gravel for Trench Backfill unless the native material is unsuitable for use as backfill. Any shoring, if necessary, shall meet the requirements of Section 2-09.3(4) with payment being made under the bid item "Shoring and Extra Excavation, Class B." Removal of unstable base X1159122.100/10/10/97 1-7 DIVISION 1 material, if necessary, and its replacement with gravel backfill as necessary to provide a dense, unyielding foundation shall be paid under the bid item "Gravel Backfill for Foundations, Class A." Bid Item 12: Replace Existing Catch Basin with Type I Catch Basin This item shall be full compensation for all work required to replace existing catch basins with new Type I catch basins where shown on the plans. The work shall be completed in accordance with the requirements of Section 7-05. The new Type I catch basins are to have open curb face frame and grates in accordance with Standard Plan pages B017 and 13018. Measurement and payment shall be at the unit contract price and be full compensation for completion of the work including but not limited to removal and disposal of the existing catch basins, furnishing, installing, reconnecting all existing pipes, backfilling, adjusting the frame to grade in with the contract documents. Bid Item 13: Install New Type I Catch Basin This item shall be full compensation for all work required to install new Type I catch basins where shown on the plans. The work shall be completed in accordance with the requirements of Section 7-05. The new Type I catch basins are to have open curb face frame and grates in accordance with Standard Plan pages B017 and 13018. Measurement and payment shall be at the unit contract price and be full compensation for completion of the work in accordance with the contract documents. Bid Item 14: Replace Ex. Frame/Grate With New Open Curb Frame/Grate This item shall be full compensation for all work required to replace existing catch basin frame and grates with new open curb face frame and grates where shown on the plans. The open curb face frame and grates shall be in accordance with Standard Plan pages B017 and 13018. The work shall be completed in accordance with the requirements of Section 7-05. Measurement and payment shall be at the unit contract price and be full compensation for completion of the work in accordance with the contract documents. The contractor shall submit a plan and details showing the catch basin top slab, slab opening, and connection to the new open curb face frame and grate for approval by the Engineer. Bid Item 15: Connection to Existing Catch Basin This item consists of connecting new storm drainage pipe to existing catch basins in accordance with Section 7-05.3(3). Measurement and payment shall be in accordance with Section 7-05 of the specifications and shall be full compensation for completion of the work in accordance with the contract documents. Bid Item 16: Gravel Backfill for Foundations, Class A This item of work consists of the removal of unstable base material and its replacement with gravel backfill as necessary to provide a dense, unyielding foundation per Section 2- 09 of the specifications. Measurement and payment shall be in accordance with Section 2-09 of the specifications. X1159122.100/10/10/97 1-8 DIVISION 1 Payment at the unit price bid per ton shall be full compensation for all gravel backfill material incorporated into the work, including, but not limited to, excavation, dewatering, removal of unsuitable material, material disposal, backfilling, hauling, and compaction testing. No payment shall be made for costs due to over-excavation and subsequent foundation material placement, unless the inspector determines that the over-excavation is necessary. Bid Item 17: Control Density Fill This item consists of the installation of a non-segregating, self-consolidating, free- flowing, and excavatable material which will result in a hardened, dense, non-settling fill. Material shall be Control Density Fill, Class B, normal flowability, and shall be installed in accordance with Section 9-03.22. Control density fill shall be placed where specified in Section 2-09.3(1)E. Measurement will be by the cubic yard in place to the neat lines as shown on the plans. Payment will be made at the unit contract price per cubic and shall be full compensation for completing the work in accordance with the contract documents, including, but not limited to, furnishing, hauling, placement, compaction, protection, and testing. Plugging of the 36-inch pipe with CDF will be paid for by the cubic yard of CDF used and shall be full compensation for plugging the pipe. Bid Item 18: Bank Run Gravel for Trench Backfill This item will be used only when material from trench and structural excavations is unsuitable for use as backfill and the use of imported backfill is approved by the Engineer per Section 2-09.3(1)E of the specifications. Measurement and payment shall be in accordance with Section 2-09 of the specifications. Payment at the unit contract price per ton shall be full compensation for all imported backfill material incorporated into the work. Bid Item 19: ACP Trench Patch Temporary and permanent asphalt concrete pavement trench patch over all areas where asphalt paving was removed by excavation during the course of the work will be paid under this item. This work shall be completed as shown in the plans and in accordance with Section 5-04 and the City of Renton Trench Restoration and Street Overlay Requirements, a copy of which is included with the Supplement Specification at the end of the section. Measurement shall be by the ton only for asphalt paving placed within the neat line limits as shown on the plans. Payment at the unit contract price shall be full compensation for completion of the asphalt patching work in accordance with the contract documents. All preparation work necessary for placement of the asphalt paving shall be incidental to the unit contract price, including sawcutting, planing, excavation, leveling, sweeping, compaction, crushed surfacing top course in the top six inches of the trench (where applicable), tack oil, removal and disposal of temporary pavement etcCo L2cd X1159122.100/10/10/97 1-9 l DIVISION 1 Bid Item 20: Pavement Marking This item consists of installing new pavement markings in accordance with Section 8-22 to replace the markings removed during construction. Payment at the lump sum price shall be full compensation for completion of the work in accordance with the contract documents. Bid Item 21: Cement Concrete Curb and Gutter This item consists of the construction of cement concrete curb and gutter in accordance with the requirements of Section 8-04. Measurement and payment shall be in accordance with Section 8-04. Bid Item 22: Cement Concrete Sidewalks This item consists of the construction of cement concrete sidewalks and concrete wheelchair ramps in accordance with Section 8-14 and the City's standard plans. Measurement and payment shall be in accordance with Section 8-14. Bid Item 23: Final Restoration and Cleanup This item consists of all work necessary to restore areas affected by the project to at least as good a condition as existed before project construction, excluding restoration work covered under other bid items. All work needed for final cleanup is to also be included in this bid item. -Sidewalk—re-stvr�tio _shall--be-accomplished_-in-__accordanee- wit L c uiremeri of-S-ectian',8=14 Landscape restoration shall include replacing the existing landscaping with equal vegetation, bark, and or grass. Grass shall be replaced using sod. Landscape restoration materials shall be in accordance with the requirements of Section 9-14. Payment at the lump sum price shall be full compensation for completion of the work in accordance with the contract documents. 1-09.9 Payments 1-09.9(2) Retainage Section 1-09.9(2) is supplemented with the following: Upon completion of the project the retainage shall be returned to the Contractor when all of the following are satisfied: 1. The Contractor and each Subcontractor shall submit to the City of Renton, and to the Department of Labor and Industries, a "Statement of Intent to Pay Prevailing Wages." 2. Following the acceptance of the project, the Contractor and each Subcontractor shall submit to the City of Renton, and to the Department of Labor and Industries, an "Affidavit of Wages Paid." This affidavit certifies all prevailing wage requirements have been met. 3. The Contractor shall submit a "Request to Release" to the Department of Labor and Industries. That agency provides the form. X1159122.100/10/10/97 1-10 DIVISION 1 4. At least 30 days have elapsed since final acceptance of the project by the City of Renton at one of its regularly scheduled meetings. 5. The City Clerk must have received a "Release" for the project form the Department of Labor and Industries and a"Release" from the Department of Revenue. 6. The City Clerk must have received a letter from the Contractor, on the Contractor's letterhead, stating that all bills and wages have been paid on this project. X1159122.100/10/10/97 1-11 DIVISION 1 DIVISION 2 EARTHWORK 2-09 STRUCTURE EXCAVATION 2-09.3 Construction Requirements 2-09.3(1)A Staking, Cross-Sectioning, and Inspecting Section 2.-09.3(1)A is deleted in its entirety. 2-09.3(1)E Backfilling Revise and Supplement Section 2-09.3(1)E with the following: Structural backfill material that is placed in the traveled way (curb face to curb face) shall be controlled density fill (CDF) unless otherwise directed by the Engineer. See Section 9.03.22 for CDF construction requirements. Other structural backfill shall be Bank Run Gravel for Trench Backfill per Section 9-03.19 for dry conditions, or for wet weather work, Bank Run Gravel shall be modified to consist of clean, granular soil, of which not more than 5 percent by dry weight passes the U.S. Standard No. 200 Sieve, based on wet sieving the fraction passing the 3/4 in. sieve. The fines shall be non-plastic. Structural fill shall be placed in uniform layers and compacted to a dense and unyielding condition and to at least 95% of Modified Proctor maximum dry density per ASTM D 1557. Structural fill material should be moisture conditioned to within 3 percent of the optimum moisture content. If large plate compactors attached to a backhoe (i.e., hoe pacs) are used, the thickness of the soil layers shall not exceed 8 in. If hand-operated mechanical compactors are used, the soil layers shall not exceed 4 in. 2-09.3(3)D Shoring and Cofferdams Supplement Section 2-09.3(3)D with the following: Excavation support shall be designed by Contractor as required by site geotechnical conditions. Excavation support plan shall include installation sequencing. The Contractor shall submit an excavation/shoring plan designed, signed and stamped by a Washington State Professional Engineer to the Engineer. All cribbing, sheeting and shoring shall meet the requirements of W.A.C. 296-155. The Engineer shall review the submittal solely to determine if it has been signed and stamped by a professional Engineer. The Engineer will not review the design for its adequacy. The design of any cribbing, sheeting or shoring is the sole responsibility of the Contractor. 2-09.4 Measurement Revise and Supplement Section 2-09.4 with the following: Shoring There will be no specific unit of measure for shoring. X0011592.100/10/10/97 2-1 DIVISION 2-EARTHWORK 2-09.5 Payment Revise and Supplement Section 2-09.5 with the following: "Shoring," per lump sum. Payment for shoring shall be based on a percent complete of the shoring operations necessary for the project. X0011592.100/10/10/97 2-2 DIVISION 2-EARTHWORK DIVISION 5 SURFACE TREATMENTS AND PAVEMENTS 5-04 ASPHALT CONCRETE PAVEMENT 5-04.3 Construction Requirements 5-04.3(5)A Preparation of Existing Surfaces Supplement Section 5-04.3(5)A with the following: Pavement areas that have been undermined by trenching or subsurface excavation shall be removed and reconstructed at the Contractor's expense. Pavement areas damaged by construction activities shall also be removed and reconstructed at the Contractor's expense. Evidence of damage such as surface cracking, ponding, or other variations in surface consistency shall be investigated by the Contractor, brought to the Engineer's attention and repaired to the satisfaction of the Engineer. 5-04.3(22) Utility Adjustment (New Section) Manhole covers, valve covers, survey markers, catch basin grates, and other existing surface features shall be adjusted to match the finish grade of the asphalt patch. The day following the start of application of ACP, utility adjustments must begin. The Contractor shall have an adjustment crew adjusting utilities every workable working day until adjustments are complete. During the adjustment of any utility, existing concrete bricks or grouting material that has been broken or cracked shall be removed and replaced at the Contractor's expense. Utility adjustment shall be made per contract with respect to materials and methods except for revisions approved in the field by the City engineer. Utility adjustments must be completed five (5) working days after overlay is complete, and within the specified working days. X0011592.100/10/10/97 5-1 DIVISION 5 - SURFACE TREATMENTS AND PAVEMENTS DIVISION 7 DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS,AND CONDUITS 7-04 STORM SEWERS 7-04.3(3) Utility Clearances (New Section) Ethafoam HS 600 Plank foam board, or equal shall be placed between the storm drain pipe and other utilities for clearances less than 6 in. 7-05 MANHOLES, INLETS,AND CATCH BASINS 7-05.3(1) Adjusting Manholes and Catch Basins to Grade Supplement Section 7-05.3(1) with the following: Manhole adjustment in paved areas will be 12 in. maximum and in unpaved areas will be 20 in. maximum. 7-05.3(5) Manhole Steps (New Section) Manhole Steps shall be MA Industries PS2-PF, Lane International Corp. P-14938 or equal, and constructed in accordance with the City's standard details. 7-05.3(6) Manhole Bases (New Section) Pre-cast manhole bases and cast-in-place manhole bases shall meet the general requirements of the City Standard plan 13028. Specific design of the 120-inch manhole shall be submitted for review. For a cast-in-place installation, the first precast section shall be placed on the cast-in-place base structure before the base has taken initial set and adjust to true grade and alignment with all inlet pipes installed so as to form an integral, watertight unit, or mortar the section into a groove provided in the top of the cast-in-place base. In addition, the first section shall be uniformly supported by the base concrete and shall not bear directly on any of the pipes. 7-08 GENERAL PIPE INSTALLATION REQUIREMENTS 7-08.3(2)J Connection to Existing Storm Drain (New Section) The Contractor shall field locate, verify the size and invert elevation of existing pipes prior to construction (i.e(. first order of work at the start of construction). 7 /1 eC���� � 5Z, Q1sO �rdYl�Q 0.-A /n5F#,y or, --yJ iv� �I�+�ff ee Co^� t.� PP! 7-, .7 1��lT/ ' 4"5 ��'G4 r/ft 1 7-08.3(4) Plugging Existing Pipe (Supplement) ?lyef Where shown on the plans, plugging the existing pipe with CDF shall extend a minimum of 5 feet. X1159122.100/10/10/97 7-1 DIVISION 7-DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS 7-08.3(5) Wet Weather Earthwork (New Section) If earthwork is to be performed or fill is to be placed in wet weather or under wet conditions when control of soil moisture content is not possible, the following recommendations should apply: ■ Earthwork should be accomplished in small sections to minimize exposure to wet weather. Excavations or the removal of unsuitable soil should be followed immediately by the placement and compaction of a suitable thickness of clean structural fill. The size of construction equipment used may have to be limited to prevent soil disturbance. ■ See special backfill material requirements in Section 2-09.3(1)E. ■ The ground surface in the construction area should be sloped and sealed with a smooth drum roller to promote rapid runoff of precipitation, to prevent surface water from flowing into excavations, and to prevent ponding of water. ■ No soil should be left uncompacted so it can absorb water. Soils which become too wet for compaction shall be removed and replaced with clean granular materials. 8-22 PAVEMENT MARKINGS 8-22.2 Materials Thermoplastic material shall be one of the following: 1. MLE type R200-80 hot thermoplastic, manufactured by MLE Ind., Ltd., Calgary, Alberta, Canada. 2. Catatherm 30- to 125-mil thickness, hot extruded or sprayed thermoplastic manufactured by Cataphote Div., Jackson, Mississippi. 3. Approval equal. X1159122.100/10/10/97 7-2 DIVISION 7-DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS,AND CONDUITS DIVISION 9 MATERIALS 9-01 PORTLAND CEMENT 9-01.3 Tests and Acceptance The references to "Mill Test Report" in the first paragraph of Section 9-01.3 are revised to read "Mill Test Report Number". 9-03 AGGREGATES 9-03.12(1) Gravel Backfill for Foundations 9-03.12(1)A Class A Supplement Section 9-03.12(1)A with the following: The Gravel Backfill for Foundations shall have no more than 5% fines (percent by weight of soils fraction passing the No. 200 sieve during wet sieving) and shall have a maximum particle size of 3 in. The fines shall be nonplastic, and moisture content shall not be more than 2% above or 3% below optimum for compaction. The Contractor shall submit certification for Gravel Backfill for Foundations, Class A stating: conformity with these specifications, source of material, sieve analysis, and identity of testing agency. The submittal shall be made to the Engineer prior to placement. 9-03.15 Bedding Material for Rigid Pipe Pipe Bedding shall meet the requirements of Section 9-03.15 of the standard specifications. 9-03.22 Controlled Density Fill (New Section) Controlled Density Fill (CDF) shall be a mixture of Portland cement, fly ash, aggregates, water and admixtures proportioned to provide a non-segregating, self-consolidating, free-flowing and excavatable material which will result in a hardened, dense, non-settling fill. Where not specified in this section, Measuring, Mixing, Delivery and Placement shall follow ASTM C94 or WSDOT 6-02.3. 9-03.22(1) Materials Description Controlled Density Fill shall be a mixture of Portland cement, fly ash, aggregates, water and admixtures which has been batched and mixed in accordance with ASTM C 94 or WSDOT 6- 02.3. Materials 1. Portland Cement: ASTM C 150, AASHTO M 85, or WSDOT 9-01 Xl 159122.100/10/10/97 9-1 DIVISION 9-MATERIALS 2. Fly Ash: Class F or Class C 3. Aggregates: ASTM C 33, WSDOT 9-03.14, or WSDOT 9-03.1 4. Water WSDOT 9-25 5. Admixtures WSDOT 9-23.6, AASHTO M 194, ASTM C 494, or ASTM C 260 9-03.22(2) Proportioning The table below provides a guideline for Controlled Density Fill mixes. The weights shown are only an estimate of the amount to be used per cubic yard of CDF Actual amounts may vary from those shown as approved by the Engineer or approved trial mix data or field test results for proper strength, workability, consistency and density. Class of CDF A B C Maximum Compressive Strength, lbs. per sq. in. 100 300 300 (lbs./sq.ft.) (14400) (43200) (43200) Max gals. of mixing water per cubic yard 50 50 30 Lbs. of cement per cubic yard, approximate 30 50 50 Lbs. of fly ash per cubic yard, approximate 200 250 250 Lbs. of dry aggregate per cubic yard, approximate 3200 3200 3200 (assumed Sp.G. 2.67) 1. If air entraining or water reducing admixture is used for flow-ability, total water and aggregates may be adjusted for yield. 2. Coarse aggregate size of 1-1/2 in. minus assumed. For flowable or excavatable CDF, 3/8 in. minus or sand is recommended. 3. Weights may be adjusted for flow-ability and pump-ability. 9-03.22(3) Placement CDF can be proportioned to be flowable, non-segregating, or excavatable by hand or machine. Desired flow-ability shall be achieved with the following guidelines: Low Flow-ability below 6 in. slump Normal Flow-ability 6-8 in. slump High Flow-ability 8 in. slump or greater CDF shall be placed by any reasonable means to the area to be filled. Flowable CDF shall be brought up uniformly to the elevation shown on the plans. Trench section to be filled with CDF shall be contained at either end of trench section by bulkhead or earth fill. X1159122.100/10/10/97 9-2 DIVISION 9-MATERIALS CDF patching, mixing and placing may be started if weather conditions are favorable, when the temperature is at 34°F and rising. At the time of placement, CDF must have a temperature of at least 40°F. Mixing and placing shall stop when temperature is 38°F or less and falling. Each filling stage shall be as continuous an operation as is practicable. CDF shall not be placed on frozen ground. 9-03.22(4) Compaction For flowable CDF compaction is not necessary for placement. The contractor may as an option, adjust the water content to obtain a 0 to 1 in. maximum slump mixture which if used will be compacted in lifts not to exceed 12 in.. Compaction will be accomplished by use of acceptable compaction means. 9-03.22(5) Protection Contractor shall provide steel plates to span utility trenches and prevent traffic contact with CDF for at least 24 hours after placement or until CDF is compacted or hardened to prevent rutting by construction equipment or traffic. 9-03.22 (6) Testing Testing shall be performed per WSDOT 6-02.3(5) for slump and compressive strength. If laboratory trial batches or field trial data confirm weight and strength, no further testing will be necessary, if approved by the Engineer. For hand excavatable material, the unconfined compressive strength shall be 100 psi maximum at 28 days. Laboratory trial batches or field trial data may be submitted to confirm strength and weight. The Contractor shall provide a certificate of compliance with each truck load. 9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS 9-05.13 Ductile Iron Sewer Pipe The ductile iron pipe shall be Class 51. Interior surface of all ductile iron pipe, fittings, and specials shall be cleaned and lined in the shop with cement-mortar lining applied centrifugally in conformity with ANSI A21.4/AWWA C104. The minimum lining thickness shall be 3/16 in.. All shop-applied cement mortar lining shall be given a seal coat of asphaltic material in conformance with ANSI A21.4 or AWWA C-104. The exterior coating shall bean asphaltic coating approximately 1 ml thick in conformation with ANSI A 21.51 or AWWA C151. 9-05.15(1) Manhole Ring and Cover Add the following paragraph to Section 9-05.15(1): All rings and covers for sewer manholes shall be bolt-down-locking type with nonskid pattern. Covers shall have 3 in. raised letters indicating "STORM OR SANITARY SEWER" (as applicable) which shall not rise higher than the skid pattern. X1159122.100/10/10/97 9-3 DIVISION 9-MATERIALS 9-06.5(5) Bolt, Nut, and Washer Specifications The ASTM Specification for"Washers—High Strength Bolts"is revised to read "F 436". X1159122.100/10/10/97 9-4 DIVISION 9-MATERIALS UL 'I flONGWEST & ASSOCIATES, INC. August 8, 1997 Geotechnical Engineering Hydrogeology Revised October 8, 1997 Geoenvironmental Services HWA Project No. 8919-400 Testing &Inspection R.W. Beck 1001 Fourth Avenue, Suite 2500 Seattle, Washington 98154 Attention: Mr. Michael Giseburt, P.E. Subject: RESULTS OF GEOTECHNICAL STUDY SW 43rd Street Drainage Improvement Project Renton, Washington Dear Mr. Giseburt: Pursuant to your request, Hong West & Associates, Inc. (HWA) completed a geotechnical study for the proposed drainage improvement project at the SW 43rd Street and 80th Avenue South intersection in Renton, Washington. The purpose of this study was to explore and evaluate the subsurface conditions in the vicinity of the subject intersection and, based on the conditions observed, provide geotechnical recommendations for installation of a 60-inch diameter culvert. A proposal for this geotechnical investigation was submitted to R.W. Beck, Inc. on June 9, 1997. Written authorization for the work was subsequently given by Mr. Michael Giseburt in a subconsultant agreement dated July 22, 1997. The scope of work completed for this project was consistent with that described in our proposal and included drilling one 20-foot deep boring at the intersection, conducting laboratory testing, and preparing this letter report summarizing the results of our investigation and recommendations for geotechnical aspects of the proposed improvement. SITE AND PROJECT DESCRIPTION Our understanding of the project is based on discussions with and design information provided by Mr. Giseburt. We understand that a 60-inch diameter reinforce concrete culvert will be installed across SW 43rd Street, connecting two existing storm drain lines on the north and south sides of the roadway. The planned invert elevation of the culvert will be approximately 12 feet below the existing ground surface at this location. We understand the culvert will be installed using either conventional utility trench"cut and cover" methods, or trenchless technology such as microtunneling or pipe jacking. If the pipe is installed using cut and cover methods, controlled density fill (CDF) will be used for much of the trench backfill. 19730-64th Avenue West Lynnwood,WA 98036-5904 Tel.206-774-0106 Fax. 206-775-7506 August 8, 1997 Revised October 8, 1997 HWA Project No. 8919-400 The location of the project site and general layout is shown on the Vicinity Map and Site and Exploration Plan, Figures 1 and 2, respectively. The site is located in a commercial and industrial area within the southern portion of the City of Renton. Please note that the elevations shown on Figure 2 and referenced elsewhere in this report are based on the NGVD (1929) datum. To convert to the current NAVD (1988) datum, add 3.58 feet to elevations based on the NGVD datum. FIELD AND LABORATORY INVESTIGATION On July 31, 1997 a geotechnical engineer from HWA monitored the drilling of one 21'/z- foot deep boring in the vicinity of the proposed culvert. The approximate location of the boring is plotted on the Site and Exploration Plan, Figure 2. The boring was drilled using a Mobile B-61 truck-mounted drill rig owned and operated by Holocene Drilling of Pacific, Washington under subcontract to HWA. The boring was drilled using a 4-inch inside diameter hollow stem auger and was sampled using a 2-inch diameter split-spoon sampler driven with a 140-pound hammer. Soil samples were collected at 2'/2 foot intervals for the depth of the boring. Standard Penetration Test (SPT) blowcounts were determined based on the driving resistance of the sampler, and are plotted on the boring log. Soils were classified in general accordance with the American Society of Testing Materials (ASTM) classification system. A legend of the terms and symbols used on the boring log is included as Figure 3. A log of the exploratory boring is presented on Figure 4. Representative soil samples obtained at selected intervals from the exploration were placed in air-tight bags and taken to our laboratory for further examination and testing. Select soil samples were tested for in situ moisture content, grain size analysis, and plasticity characteristics (Atterberg Limits). Natural moisture content testing was performed in general accordance with ASTM D 2216 and results are presented at the sampled interval on the exploration log. Grain size distribution testing was performed in general accordance with ASTM D 422 and involved determining the percentage of fine- grained material in a sample (material passing the No. 200 sieve). The results are presented in the following table. Atterberg Limits were performed in general accordance with ASTM D 4318 and the results are presented on Figure 5. Table 1. Percent Fines Test Results E p c rat an arre T� th Pecce zt Piss n V..Si . p g E►i~s�grtatit�n Meet} St and ardW 20t? Sieve BH-1 10-11'/z 47% 8919400.DOC 2 HONG WEST&ASSOCIATES, INC. August 8, 1997 Revised October 8, 1997 HWA Project No. 8919-400 GEOLOGIC AND SUBSURFACE CONDITIONS GENERAL GEOLOGIC CONDITIONS Geologic information for the site was obtained from the Geologic Map of the Renton Quadrangle, King County, Washington (D. R. Mullineaux, 1965). The geologic map indicates that the area is generally underlain by alluvial deposits, predominantly consisting of sand, silt, and clay. SUBSURFACE CONDITIONS Based on the results of our explorations, the site appears underlain by alluvial sands and silts, consistent with the geologic map. Locally, the alluvium appears overlain by fill soils. The subsurface units encountered in the explorations are described below. • Fill: Fill materials were observed extending 3'/2 feet below the ground surface. Fill typically consisted of loose to medium dense, poorly graded sand with silt and gravel. Fill materials were most likely placed during construction of the existing intersection and pavement sections, and/or for use as backfill for the existing utilities. • Alluvium: Alluvial soils were encountered directly beneath the fill in boring BH-1. The alluvium consisted of loose to medium dense sand and silty sand, to medium stiff to stiff silt with sand. The silt and sand deposits extended to the full depth of the boring. GROUNDWATER CONDITIONS Groundwater was observed during drilling at a depth of 17 feet below the existing ground surface (approximately Elevation 3 feet NGVD). Soils encountered at approximately 8 feet below the ground surface were saturated, though, and we anticipate the groundwater level may stabilize near this depth (Elevation 12 feet NGVD). It should be noted that observations of groundwater levels during drilling can be misleading, as the actual groundwater is often somewhat higher than observed in a boring. Borings are typically only open for a short time, and the auger used to advance the boring can impede groundwater seepage. Thus the groundwater seepage tends to develop first in more permeable lenses, which may be located below the localized water level. The groundwater conditions reported on the exploration log are representative of conditions observed at the time of exploration, and may not necessarily be indicative of other times and/or locations. It is anticipated that groundwater conditions will change in response to rainfall, time of year, and other factors. 8919400.DOC 3 HONG WEST&ASSOCIATES,INC. August 8, 1997 Revised October 8, 1997 HWA Project No. 8919-400 CONCLUSIONS AND RECOMMENDATIONS Based on the results of our investigation, laboratory testing, and engineering analyses performed, it is our opinion that the proposed drainage improvement project is feasible as planned from a geotechnical perspective, provided the recommendations of this report are implemented during design and construction. Construction of the proposed drainage improvement may be performed using either conventional open-trench"cut and cover" methods, or by trenchless technology. Geotechnical recommendations are provided below for installation of the culvert using these methods. Specifically, these recommendations include pipe jacking and microtunneling, excavating and temporary shoring, dewatering, pipe support, trench backfill and compaction, and wet weather earthwork. PIPE.TACKING AND MICROTUNNELING Pipe jacking is a commonly used method of installing pipes beneath streets or other structures where trenching and open cutting is not practical. The method includes excavating a pit to the proposed pipe grade from which a jacking system is used to push the pipe through the ground to a receiving pit. An auger is commonly used to remove soil from inside the pipe. With the use of intermediate jacking sections, there is no theoretical limit on the distance to which pipes can be jacked, however,jacking large diameter pipe more than 200 to 400 feet becomes difficult and relatively expensive. Jacking in wet sands and gravels may require dewatering along the alignment. Where dewatering is not possible, a closed-face or pressure-balanced machine may be required. The use of such equipment is commonly considered microtunneling. A variety of microtunneling machines and spoil disposal systems are available. In the Pacific Northwest, pipe jacking is often accomplished with auger excavation. The lead pipe is equipped with a cutting edge slightly larger in diameter than the jacked pipe and kept slightly ahead of the auger. For pipe jacking and microtunneling, the jacked pipe can be used as the final pipe, or another pipe can be installed within the larger outer pipe. If an auger is used, it should be recessed back from the end of the jacking pipe, if possible, to create a soil plug that will reduce soil loss and minimize potential settlement of the ground surface above. Adjustments to the distance the auger is recessed may be necessary as soil conditions vary. Jacking and receiving pits will require shoring. We expect that sheet pile walls may be utilized for temporary support. Recommendations for the design and construction of shoring are presented in the Temporary Shoring section below. Where possible,jacking and receiving pits should be located away from overhead utilities so a crane can be used to lower and remove pipe sections and machinery. 8919400.DOC 4 HONG WEST&ASSOCIATES, INC. August 8, 1997 Revised October 8, 1997 HWA Project No. 8919-400 In order to minimize potential settlement from jacking or microtunneling operations, the contractor should be required to inject bentonite grout or other lubricant just behind the overcut ring at the face of the lead pipe. The injection of lubricant will also reduce frictional drag on the pipes. The overcut ring typically extends '/2 to 1 inches beyond the outside of the pipe. Studies have shown substantial reductions in jacking forces by increasing the size of the overcut and increasing the volume of lubricant injected. However, the size of the overcut should be limited in order to control surface settlements, particularly beneath sensitive structures. Volumes of grout required may be several times greater than the theoretical volume of the overcut, particularly in unsaturated ground, due to fluid losses into the surrounding soil. CONVENTIONAL"CUT AND COVER" INSTALLATION An alternative to pipe jacking/microtunneling is conventional "cut and cover" installation. Conventional trenching techniques will require closing SW 43rd Street to all or a portion of the through traffic until the culvert has been installed and backfilled. The following sections address unsupported sloped excavations, temporary shoring, dewatering, pipe support, backfill placement and compaction, and wet weather earthwork. Portions of these recommendations are also applicable for jacking and receiving pits used in association with pipe jacking/microtunneling methodology described above. Unsupported Sloped Excavations Due to the nature of the fill and alluvial soils anticipated to underlie the proposed culvert, care must be taken during construction to maintain stability of open excavations. Maintenance of safe working conditions, including temporary excavation stability, is the responsibility of the contractor and all excavations must comply with current federal, state, and local requirements. 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 they should be shored. The existing fill and native soils are granular generally classify as Type C soil, per WAC 296-155. Unsupported excavations in Type C soils should be no steeper than 1'/2H:l V (horizontal:vertical). This guideline is for slopes above the groundwater level. If groundwater seepage is encountered, dewatering or flatter cut slopes may be required. Allowable excavations limits within the SW 43rd Street roadway area may restrict the use of sloped excavations. The use of temporary shoring systems will most likely be required in these areas. 8919400.DOC 5 HONG WEST&ASSOCIATES, INC. August 8, 1997 Revised October 8, 1997 HWA Project No. 8919-400 Temporary Shoring Sheet pile walls or soldier pile walls are considered suitable for temporary support of excavations in areas where open-cut excavations are not feasible, where additional support is required for protection of existing utilities, or for jacking and receiving pits. General recommendations for design and implementation of shoring systems for the project are presented below. • Design parameters for sheet pile walls used along the culvert alignment are shown Figure 6. Surcharge loads from construction equipment, construction materials, excavated soils, or vehicular traffic should also be included in the shoring design. These recommended values assume that groundwater will be drawn down from outside sheet pile supported areas. If dewatering is performed from inside the sheet pile supported area, then hydrostatic pressures should also be included in design of the shoring walls. • To minimize the potential for excessive sheet pile deflections, use of horizontal bracing may be needed to provide additional lateral support. • Precautions should be taken during removal of the shoring or sheeting materials to minimize disturbance to the culvert and underlying materials, underlying bedding materials, natural soils, and any adjacent utilities. Dewatering Based on conditions observed in boring B11-1, some groundwater seepage may be encountered during excavation for trenches or jacking/receiving pits. The sandy fill and alluvial soils underlying the project area are relatively permeable, and minor groundwater flows into the excavations may occur. Groundwater seepage will tend to destabilize excavation slopes and may cause "quick" or"running sand" conditions. Because of these impacts we recommend that dewatering be accomplished so that excavation and placement of the culvert, bedding, and backfill materials is completed in the dry. If groundwater is encountered during excavation for the culvert or the jacking and receiving pits, we recommend a temporary dewatering system be installed. Minor volumes of groundwater encountered can be controlled using shallow sumps or pumps. Collected water should be properly disposed of into roadside ditches and storm drains, and should not be allowed to collect in the base of the excavations. If large volumes of water are encountered during construction, dewatering may require the use of deep wells or well points. 8919400.DOC 6 HONG WEST&ASSOCIATES,INC. August 8, 1997 Revised October 8, 1997 HWA Project No. 8919-400 Pipe Support Based on conditions observed in boring BH-1, we anticipate loose sand to medium stiff silt will be encountered at/near the proposed base of the culvert. Providing the subgrade is not disturbed during subgrade preparation, and the excavation is adequately dewatered, the fill and alluvial soils observed in boring BH-1 should provide adequate foundation support for the proposed culvert and backfill materials. We anticipate that the weight of the culvert and backfill soils will be approximately equal to the weight of the soil removed from the excavation. Consequently, settlement should be negligible if disturbance to the subgrade soils is limited. In the event very soft, organic-rich subgrade soils are present at the subgrade elevation of the culvert, it may be necessary to over-excavate these unsuitable materials and backfill with pipe bedding material. In these areas, we recommend over-excavating and backfilling the soft soils to a maximum depth of 3 feet below the pipe invert with pipe bedding sand. In wet conditions, 1'/4-inch minus crushed rock meeting the gradation requirements for Crushed Surfacing, as described in Section 9-03.9 of the 1996 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT Standard Specifications), may be used to backfill the over-excavated portion of the trench. Pipe bedding materials should be placed on undisturbed soils. If the native subgrade soils are disturbed, the disturbed material should be removed and replaced with compacted bedding material. Pipe bedding material, placement, compaction, and shaping should be in accordance with the project specifications and the pipe manufacturer's recommendations. As a minimum, the pipe bedding should meet the gradation requirements for Bedding Material for Rigid Pipe, Section 9-03.15 of the 1996 WSDOT Standard Specifications. Pipe bedding should provide a firm, uniform cradle for the pipe. We recommend that a minimum 8-inch thickness of bedding material beneath the pipe be provided. The pipe bedding should be shaped to uniformly support the base of the pipe. Pipe bedding material should be placed in layers and tamped around the pipe to obtain complete contact. Pipe bedding material should be compacted to 90 percent of its maximum dry density, as determined by test method ASTM D 1557. Pipe bedding material should be used as trench backfill to a depth of at least 6 inches above the top of the pipe, for the full width of the trench, as shown on Figure 7. As an alternative to bedding material, lean concrete or CDF may be used as a"cradle" for the lower portion of the pipe. If a lean concrete or CDF cradle is used beneath the pipe, it should be at least 6 inches thick and should extend up the sides of the pipe a height equal 8919400.DOC 7 HONG WEST&ASSOCIATES,INC. August 8, 1997 Revised October 8, 1997 HWA Project No. 8919-400 to one-fourth the outside diameter of the pipe. The cradle should have a minimum width at least equal to the outside diameter of the pipe plus 8 inches. Lean concrete or CDF used as pipe bedding or backfill should have a minimum 28-day compressive strength of 100 pounds per square inch. Backfill Placement and Compaction The results of our investigation indicate the in situ soils contain a high percentage of fine- grained material and are generally wet of the optimum moisture content for compacting. Consequently, it is our opinion that soils encountered during excavating will not be suitable for reuse as trench backfill. We recommend that excavation backfill consist of imported Bank Run Gravel for Trench Backfill, as described in Section 9-03.19 of the 1996 WSDOT Standard Specifications. During placement of the initial lifts, the backfill material should not be bulldozed into the excavation or dropped directly on the structure. Furthermore, heavy vibratory equipment should not be permitted to operate directly over the structure until a minimum of 3 feet of backfill soil has been placed. Alternatively, lean concrete or CDF may be used to backfill the pipe excavation. Trench backfill materials should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and compacted to at least 90 percent of the maximum dry density. In areas beneath pavement sections and sidewalks, the upper 3 feet of the backfill should be compacted to at least 95 percent to provide an adequate subgrade for the pavement section, as shown on Figure 7. In areas where several inches of settlement can be tolerated, such as landscaped areas, compaction requirements could be reduced to 85 percent, with the upper 3 feet compacted to at least 90 percent (see Figure 7). The procedure to achieve proper density of compacted fill depends on the size and type of compaction equipment, the number of passes, thickness of the layer being compacted, and certain soil properties. When access restricts the use of heavy equipment, smaller equipment can be used, but the soil must be placed in thin enough lifts to achieve the required compaction. Wet Weather Earthwork If earthwork is to be performed or fill is to be placed in wet weather or under wet conditions when control of soil moisture content is not possible, the following recommendations should apply: • Earthwork should be accomplished in small sections to minimize exposure to wet weather. Excavations or the removal of unsuitable soil should be followed 8919400.DOC 8 HONG WEST&ASSOCIATES, INC. August 8, 1997 Revised October 8, 1997 HWA Project No. 8919-400 immediately by the placement and compaction of a suitable thickness of clean structural fill. The size of construction equipment used may have to be limited to prevent soil disturbance; • Material used as trench backfill should consist of clean, granular soil, of which not more than 5 percent by dry weight passes the U.S. Standard No. 200 sieve, based on wet sieving the fraction passing the 1/4 inch sieve. The fines should be non-plastic, • The ground surface in the construction area should be sloped and sealed with a smooth drum roller to promote rapid runoff of precipitation, to prevent surface water from flowing into excavations, and to prevent ponding of water; • No soil should be left uncompacted so it can absorb water. Soils which become too wet for compaction should be removed and replaced with clean granular materials; and, • Excavation and placement of fill should be observed on a full time basis by a person experienced in wet weather earthwork to verify that all unsuitable materials are removed and suitable compaction and site drainage is achieved. The above recommendations for wet weather earthwork should be incorporated into the contract specifications. 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 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 8919400.DOC 9 HONG WEST&ASSOCIATES,INC. August 8, 1997 Revised October 8, 1997 HWA Project No. 8919-400 explorations 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 he considers any of the recommended actions presented herein unsafe. O .O We appreciate the opportunity to provide geotechnical services on this project. Sincerely, (� tr• H.4 HONG WEST& ASSOCIATES, INC. ONAL © EEMREs 3/18 David L. Sowers, P.E. Scott L. Hardman, P.E. Geotechnical Engineer Senior Geotechnical Engineer DLS:SLH:dls Enclosures: Figure 1. Vicinity Map Figure 2. Site and Exploration Plan Figure 3. Legend of Terms and Symbols Used on Explorations Logs Figure 4. Log of Boring BH-1 Figure 5. Plasticity Chart Figure 6. Compaction Criteria for Culvert Backfill Figure 7. Earth Pressures for Temporary Shoring 8919400.DOC 10 HONG WEST&ASSOCIATES,INC. `+ IbCk' R0q-, 'a. _ \ �•' St An Pirk, - .I i Quar _Riuer V 3 \\L �B . 3 ; It �'� ; Black i I I i • 1Q32 — Pumping Sta �!/ KGag`inq 5fa l�l w �Y } • inI j e. �—^ ; ��I ! •'�i�' .'—.,, , F hii lip Arnold,' \� ` ■� ,I� '— . i 1, Park" �� �\� -' yy� i ,• p! fi —��i r Power R rCJ` T C J •` ',— Plant' / y tt' Sewage D sa ;tl�arian��g fir _f ♦, ,_ • ;''� `� Su j\ Y26 24 I bsta / ! t '� f _Ta tryda '�� I � I ai I-74l — CC r r $�' ti ■� 46 M ``-- 1; • i� — Talbot- �albot o n , I, f �' � sc •1 _ .� \ Park Se bsi ,,% ar 25 iLBM i•■ _i� �1 Tukwila r � PROJEC I�• _- ' .l - ocAu ocAu Green ��I � ��_ Iggli �— rz;�� ;, os� 9 r _ ------ -- -- — ti \\ i I ! CORP BD U 1 ■ 1 Pk� _l IL �1Suti 36 7 !43 ip . _-Subsimr NOT TO SCALE BM 20 SW 43RD DRAINAGE IMPROVEMENT VICINITY MAP flONGWEST RENTON, WASHINGTON &ASSOCIATES, INC- PROJECT NO.: 8919-400 FIGURE: 1 D: JOSS 8919-400\8919001.DWG } I n I I g i In. 1+00 Cub, 'T I I I io"'e PT1}00-tb'RT rkZa01 CMD CU►oTQAFISRION � I i TICL000 I END CUUg TRANSITIONCTA.049E-40Cb-t1.3t'LT STA 0492.40 C.B.-26.84RT I RETURN oAr� ADJUST GRATE CL.•19*6Z -- —' ADJUST GR,�TE EL=19�M'164 LE•D.4o CURB RETURN DATA T -va0 PC 0.85 35-17.5�'Rr R--55.00' I e 9t• BE Or90. 4-28 GI'LT. BE(/C R•55 00' BEGIN CURB1RA115fT10N i =____ _____ _ T/C L0.10 L O8.54' A'•87.45'45 ' T/C 2A 10 f\ L 84,95' fig'i I = SIC ti0. W�p J/A itt•L7 C. jjjV T- lq �7J V7 O' IA/[IC Lo�1 Z�J I I t ti PC 150 1L9U -28'LT J /�\ I FT.132+38.0I.-26M. r/C Z0.97 T/4 10.31 I � v o�v � I • x y_ SiOfiM MN� / \/ I EX 36' 9CWLIt_.•�Y — — _--___ ----_---__-- ��� // Ur 4• Ot[ u t RUG 044'V GU BH-1 N ♦.EL.'2(1.11� 1 Jt rH t6N 1G 3 .L} Ext2'WQER t1.It-NU1E f S t.)• S.W.43 rd. STREET \ - - 4 - _— y _ �,,{� _ - ?� — - - >� S.W 13 rd. STREET Et.tG'cA51ttPJ1-------- -�T T/___ �51-- __I__ ___ _______ ___ ------ ---- F ----------- ------- ----- f1�91w W/. — - - • o D .I PT 1:;2t51.57 -28'RT PC I,,p+G547-29 RT r v Y �a�\ % C, ., T G 20.33 T/C ZL00 CURB RETURN DATA I I � 1 R•55.00' I I �` JTti Jae,u•s Z .arnto�o CURB RETURN DATA 9 94- I 1 iK cu Iv 1 �•• rv'' y n= nr4tiv1" LFJ rEL.IN Th' I `ram}pv \O+.ZS.' PT.0+55.15-27.Si' T IS/1 .C.0.66.t.5-38.UE'LT. . PSW CURBTRA1i5TTI01U 4� -trap 3" BEGW CLR51RA1%TIC&I T/C Z0.t.V PT1400-2806RT ! s Y-PT.I400-28OOV. END CURB TRANSITION ' END CURB TRANSITION T/C 10.70 T/C Z0.74♦ I 4y° I� � NOTE: Elevations shown on this plan are based r �T STA.1.02-t&OU'RT 260� �3 o STA.Ir02- 0'LL on the NGVD (1929) datum. To MST.C.9 0 EXIST. C.B GRATE Et•,11t convert to the current NAVD (1988) •"p `rE vi datum, add 3.58 feet to the NGVD I Z elevations shown. j z w Q 0' 20' 40' 80' c0 u SCALE: 1'=40' LEGEND BH-1 BORING DESIGNATION SW 43RD DRAINAGE IMPROVEMENT SITE AND AND APPROXIMATE LOCATION EXPLORATION PLAN �HONGWEST RENTON, WASHINGTON REFERENCE: Base map provided by R.W. BECK INC. &AS SO C I AT E S, II N C. PROJECT NO.: 891 9—400 FIGURE: 2 D: JOBS 8919-400 8919002.DWG RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N-VALUE TEST SYMBOLS COHESIONLESS SOILS COHESIVE SOILS GS Grain Size Distribution Approximate %F Percent Fines Density N(blows/ft) Approximate Consistency N(blows/ft) Undrained Shear CN Consolidation Relative Density(%I Strength(psfl 9 TX Triaxial Compression Very Loose 0 to 4 0 - 15 Very Soft 0 to 2 <250 UC Unconfined Compression Loose 4 to 10 15 - 35 Soft 2 to 4 250 - 500 DS Direct Shear Medium Dense 10 to 30 35 - 65 Medium Stiff 4 to 8 500 - 1000 M Resilient Modulus Dense 30 to 50 65 - 85 Stiff 8 to 15 1000 - 2000 PP Pocket Penetrometer Very Dense over 50 85 - 100 Very Stiff 15 to 30 2000 - 4000 Approx.Compressive Strength (tsf) Hard I over 30 >4000 TV Torvane Approximate Shear Strength (tsf) ASTM SOIL CLASSIFICATION SYSTEM CBR California Bearing Ratio MAJOR DIVISIONS GROUP DESCRIPTIONS MD Moisture/Density Relationship PID Photoionization Device Reading J Gravel and Clean Gravel V GW Well-graded GRAVEL AL Atterberg Limits: PL Plastic Limit Coarse Gravelly Soils LL Liquid Limit Grained (little or no fines) GP Poorly-graded GRAVEL Soils More than SAMPLE TYPE SYMBOLS 50%of Coarse Gravel with •I (I GM Silty GRAVEL Fraction Retained Fines(appreciable ® 2.0" OD Split Spoon (SPT) on No.4 Sieve amount of fines) GC Clayey GRAVEL (140 lb.hammer with 30 in.drop) IShelby Tube Sand and Clean Sand SW Well-graded SAND More than Sandy Soils (little or no fines) 3.0"OD Split Spoon with Brass Rings SP Poorly-graded SAND 50%Retained Small Bag Sample 50%or More O on No. of Coarse Sand with SM Silty SAND 200 Sieve Fraction Passing Fines(appreciable Large Bag (Bulk)Sample Size on No.4 Sieve amount of fines) - - SC Clayey SAND � f � Core Run ML SILT Fine Silt Non-standard Penetration Test Grained and Liquid Limit Less than 50% CL Lean CLAY Z (with split spoon sampler) Soils Clay _ OL Organic SILT/Organic CLAY COMPONENT PROPORTIONS MH Elastic SILT Silt DESCRIPTIVE TERMS RANGE OF PROPORTION 50%or More and Liquid Limit CH Passing 50%or More Fat CLAY Trace 0 - 5% No.200 Sieve Clay j/, Few 5 - 10% Size OH Organic SILT/Organic CLAY Little 15 - 25% Some 30 - 45% Highly Organic Soils PT PLAT Mostly 50 - 100% COMPONENT DEFINITIONS GROUNDWATER WELL COMPLETIONS Locking Well Security Casing COMPONENT SIZE RANGE Well Cap Boulders Larger than 12 in Concrete Seal Cobbles 3 in to 12 in Well Casing Gravel 3 in to No 4(4.5mm) Bentonite Seal Coarse gravel 3 in to 3/4 in Fine gravel 3/4 in to No 4(4.5mm) �z Groundwater Level (measured at Sand No.4(4.5 mm)to No. 200(0.074 mm) time of drilling) Coarse sand No.4(4.5 mm)to No. 10(2.0 mm) = Groundwater Level (measured in Medium sand No. 10(2.0 mml to No.40(0.42 mm) well after water level stabilized) Fine sand No.40(0.42 mm)to No.200(0.074 mm) Slotted Well Casing Silt and Clay Smaller than No.200(0.074mm) Sand Backfill NOTES: Soil classifications presented on exploration logs are based on visual and laboratory observation in general accordance with ASTM D 2487 and ASTM D 2488. Soil descriptions MOISTURE CONTENT are presented in the following general order: DRY Absence of moisture,dusty, Density/consistency,color,modifier(if any)GROUP NAME,additions to group name(if any),moisture content. dry to the touch. Proportion,gradation,and angularity of constituents,additional comments. (GEOLOGIC INTERPRETATION/ MOIST Damp but no visible water. Please refer to the discussion in the report text as well as the exploration logs for a more WET Visible free water,usually complete description of subsurface conditions. soil is below water table. LEGEND OF TERMS AND ULM SW 43rd Drainage Improvement SYMBOLS USED ON flONGWEST Renton, Washington EXPLORATION LOGS &AS S O C I A T E S, INC. PROJECT NO.: 891 9-400 FIGURE: 3 LEGEND 89194 8/6197 DRILLING COMPANY: Holocene Drilling LOCATION: See Figure 2 DRILLING METHOD: Mobile B-61, Hollow Stem Auger DATE COMPLETED: 7/31/97 SURFACE ELEVATION: 20 t Feet LOGGED BY: D. Sowers U u) Q ui V _ ac v a Q L U H Standard Penetration Resistance ^ m > D u~i c U) Q 0 40 lb. weight,30" drop) m I— z w _ -j 0 w w w co a A Blows per foot — = m a Ja cc w j = Z o Q DESCRIPTION N a.Lu 0 c 7 0 0 U)) 0 10 20 30 40 50 0 0 9 inches of asphalt. 0 GP 9 inches of crushed rock base course. SP Loose to medium dense, dark brown, poorly SM graded SAND with silt and gravel, moist. Ae S-1 5-5-5 (FILL) SM Loose to medium dense, olive gray to brown, silty SAND, moist. 5 _ _ _ _ _ _ _ (ALLUVIUM) _ _ _ _ _ _ S-2 1-2-3 �...... ....._.�.:...... ............_ _ .. 5 ML Medium stiff, dark gray, SILT with fine sand interbeds, moist to wet. Trace of organic matter. S-3 1-2-4 - - - - - - - - - - - - - - - - - - - - - - - - - 10 SM _ .. .. _ .. Loose, very dark gray, silty fine SAND, wet. S 4 2-3 3 %F k........ 10 OH Medium stiff to stiff, dark grayish brown, SILT A. /j with fine sand interbeds to ORGANIC SILT, S-5 4-4-5 wet. 1 5 j j S-6 1-2-3 AL ..........._............ 1 5 j/ Peat interbed encountered at 16 feet. jj �z_ SP Loose to medium dense, dark gray, poorly S 7 9-10-15 graded SAND with trace of silt, wet. Sand fine grained. 20 S 8 7 4 5 ...A......_�........._............_ .. _ .. 20 Bottom of boring terminated at 21.5 feet. Standing groundwater observed at 17 feet below the ground surface. 25 25 0 20 40 60 80 100 Water Content M Plastic Limit 1--0 Liquid Limit Natural Water Content NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. BORING: BH-1 iF�, SW 43rd Drainage Improvement +IONGWEST Renton, Washington PAGE: 1 of 1 & ASSOCIATES, INC. PROJECT NO.: 8919-400 FIGURE: 4 BORING 89194 8/6/97 60 CL CH 50 CL X 40 w Q z >- 30 - H U_ H Q 20 CL J 10 CL-ML ML DH 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION % MC ILL PL PI % Fines • BH-1 S-6 15.0 - 16.5 (OH) Dark grayish brown, organic silt. 74 75 50 25 1 SW 43rd Drainage Improvement PLASTICITY CHART -HONGWEST Renton, Washington & ASSOCIATES, INC. PROJECT NO.: 891 9-400 FIGURE: 5 HWAATTB 89194 8/6/97 --B X--� LOAD = q SHEET PILE OR SOLDIER PILE WALL X/2 H 1.56 BOTTOM OF EXCAVATION 17 0.4(1—(X/B))q D LATERAL PRESSURE FROM UNIFORMLY DISTRIBUTED LOAD Ka-f'D Ka-6H Kp-6'D ACTIVE AND PASSIVE EARTH PRESSURES Ka = .33 for level backslope (0 = 30') Kp = 3.0 V = 115 pcf T = 53 pcf NOTES: 1. Recommended lateral earth pressure values assume subsurface soils consist of loose fill deposits. 2. It is assumed that drainage is provided so that water pressures do not act on wall above bottom of excavation. 3. The coeffients of active and passive pressure do not include the effects of wall friction 4. For soldier pile walls, the active and passive pressure coefficients can be assumed to act over one and three times the pile width below the base of the excavation, respectively. 5. A factor of safety has not been applied to the recommended earth pressure values. =A I SW 43RD DRAINAGE IMPROVEMENT EARTH PRESSURES FOR flONGWEST RENTON, WASHINGTON TEMPORARY SHORING &ASSOCIATES,INC. PROJECT NO.:8919-400 FIGURE: 6 C: JOBS 8919-400 8919004.DWG NON-ROADWAY PAVEMENT AREAS AREAS ____� . . . . . . . . . .. . . . . . . _F . .. .. . . .. . . .. .. . . . . . . . . . . . . . . . . 95 VARIES . .. . . .. . ... .. .. . . . .. .. .. . ... .. .. . . .. . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... .. .. . . . 90 . .. .. . . . . . . . .. . . . . .. . .. . . . ... ... .. ... . . . . . . . . . . . . . . . .. . .. . .. ... .. . . . . . . . . . . . . . . .. . . ......... . .. .. .... .. .. .. . . . . . . . . .. . . . . . . . . . . . .. . . .. . . .. .. . . . . .. . . . . .. .. . . . . .. . . . . .. . . .. .. . .. .. . . . . . . . . . . . .. .. .. . . . . . .. . . . . . . . .... . ......�g. ... . 3 FEET . . . .. . . . . . _. . . . . . . .. . . . . . ... .. .. . . . . . . . . . . . . . . . . . . . . . . . I . . . . . .. . . .. . ... . . . . .. . . .. . . . . . . . . . .. . . .. . . ... ... . .. . . . . . . . . .. .. . . . . . . . .. .. . .. .. . . .. .. .. . - . . . .. . . . . . . . . . . . . .. . . .. . . . . . .. . .. .. ... . .. I . .. . .. . .. .. . ... .. . . . . .. . . . . . . ... ... .. .. . . . . . . . . . . . . .. . . . . . . .. .. ... . . � .. . . . . . . . . . . . . . . . . . .. . . ... . . . . .. . . . . . .. . . . . . . .. . .. . .. ... . .. .. . . . . .. . . . . . . .. . . . . . . . . . . . . .. . . .. . .. .. . . . . . . . . . .. ... ... .. . . . . .. . . . . .. .. . . . . . . .. . . .. ... .. . .. .. . . . . . . . . .. . . . . . . . . . . . . . . . . . . .. . . ... .. VARIES . . . . . .. . .. .. . . . . . . .. . . . . . . ... . . . . . . . . . . . . . . I . . . . . . . . . . I . . . .. . . .. . . . . . . . . . .. . . . . . . ... . . . . . .. . . . . . . ... . . . .. . . . . .. . . . . . . . .. . . . . . . . . .. . . ... . .. .. .. . . . . . . . . . .. . . . . . . . . . . . . . . .. . . . . . .. . . . . . . .. . . . . . . .. . . . . . .. . . . . . . ... . .. .. . ............. ........ .................... ...................... 7 6 MIN .............. ....... ..................... ........ ...... .............. .................. ............ .. .........* .... .......................... ................. ..... PIPE VARIES .. .......... ............ .... ............. LEGEND RECOMMENDED MINIMUM PERCENTAGE OF MAXIMUM DRY DENSITY, 90 AS DETERMINED BY TEST METHOD ASTM D 1557 (MODIFIED PROCTOR). PAVEMENT GRAVEL BASE TRENCH BACKFILL PIPE BEDDING COMPACTION CRITERIA FOR SW 43RD DRAINAGE IMPROVEMENT CULVERT BACKFILL iiONGWE ST RENTON, WASHINGTON &ASSOCIATES,INC. PROJECT NO.: 8919-400 FIGURE: 7 D:\JOBS\8919-400\8919003.DWG �y CITY OF RENTON Planning/Building/Public Works Department Gregg Zimmerman P.E.,Administrator Jesse Tanner,May ictober 17, 1997 Mike Giseburt, P.E., Project Manager R. W. Beck, Inc. 1001 - 4th AVE SE - STE 2500 Seattle, WA 98121 SUBJECT: SW 43RD STREET DRAINAGE IMPROVEMENT PROJECT Dear Mike: Attached are two copies of the bid document for the SW 43rd Street Drainage Project. I really appreciated your help in meeting the desired bid date. I look forward now to seeing the project implemented. If you have any questions, please contact me at(425) 277-5547. Sincerely, fco'tl- 6 vcrU� v" Scott Woodbury, P.E., Pro ct Manager Surface Water Utility H:DOCS:97-96 Ps Enclosure 0 CC Ron Straka 200 Mill Avenue South - Renton, Washington 98055 L[EUTEa W UMUMAoUMaL 2101 Fourth Avenue, Suite 600 DATE ,oe NO /0-/4-93- /Z-0m381-/00ev —ceoa Seattle,Washington 98121-2375 ATTENTION File No. _5 . zr ' 6<_9dPmo13 O/Z 1z&VPBv2 /2-0. 3/v / TO C��-� p F s_-7 e w / RE LA) 43 rLb 21-7 WE ARE SENDING YOU (]Attached El Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION i N tc�o l� SC cf r<<c.4 7&Aus If�►4 c F —S I ze l)r2.,4-vo I X, t 1 t:L J✓"1-S THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Reviewed as submitted ❑ Resubmit copies for review For your use ❑ Reviewed as noted ❑ Submit copies for distribution /KAs requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: If enclosures are not as noted, kindly notify us at once. OCT-14-97 TUE 08;43 AN FAX NO. P, 01/01 0Bl91 2541 RENTON P/B/pW d 0 V ti Yi �4'h:...+' To: Mike Giseburt From: Scott Woodbury Date: 10/6/97 Pages: 11 Final Surface Water Utility Commeats to the 60%Design GENERAL COMMENTS p , Scope of work Al010 Please review the following scope description whi will be included in the Call for Bids form. The full and complete installation of ilitie n SW 43rd Street as shown on the plans and described in the construction specific io , to include but n t be limited to: installation of 4----- e>nZ large diameter manholes) and Iine�r feet of nchreinforced concrete storm drainage piping, including connections to extsttng d- =ft-e -- installation of f5 new catch basins with open curb face frame and grates, including connection to existing catch basins or storm drainage piping; replacement of the frame and grate oV9xisting catch basins with new open curb zi.qLfra.rne and rates. Work within SW 43rd Street will be limited to between the hours oL PM and 5` . Control density fill will be used for much of the trench backfill. u ion. D ' Time is of the essence to complete construction on this project. Notice to proceed will be issued immediately upon contract execution. Contractor is encouraged to submit shop drawings/submittals as ll soon as possible after notice of award. Preconstruction conference, if agreed to be Contractor,will be held prior to notice to proceed. Please ha e H g West finalize art after add sing the following comments and confirming if the ch a in alignm r pla use of C backfill affects their recommendations. Please ensur hat on est's r rnmendation are reflected in th ecifications, i.e. wet weather e work be 5. Revis d sentence of aragraph to read: �..., W 43rd Street to all or a portion of the through Cr is unti ..." Page 1 et. Ho ill the reco ended loadin s be affected if grou ater is not drawn down from outside a pile sup ed areas? Working da Mayb it would be advantag ous to separate the curb inI �54-inch trunk line work into s ate schedules. We want b h to be done in the minimum amount of time,but we do want the 54- S inch pipe to be done first. o, M/3/f 7 CureLr -54ce� eria�- `�-- �k.�Y net iho► 5�� ��ie u� �<� �w� sewer Ago, AQ �l ?arc 5el frur, cvf y ` Ivb i I ; THE CITY OF RENTON DEPARTMENT OF PLANNING/BUILDING/PUBLIC WORKS FOURTH FLOOR 200 MILL AVENUE SOUTH RENTON, WASHINGTON 98055-2189 FAX: 235-2541 To: Mike Giseburt Company: R.W. Beck Phone: Fax: From: Scott Woodbury Phone: 425-277-5547 Fax: 425-235-2541 Date: 10/13/97 Pages incl this cover page: 10 Subject: SW 43rd Street Project Following are my review comments on the 100% submittal for the SW 43rd Street Drainage Project: 1. Abdoul Gafour of our Water Utility suggested that we have the contractor pothole the existing utilities before starting the job to confirm that there are no conflicts. I suggest we add the following sentence to Bid Item 1 of Section 1-09.3(1): Prior to any other construction work, the Contractor shall pothole the existing water and natural gas line crossings of the proposed 60" concrete pipe to confirm utility clearances. The top and bottom of the utilities shall be exposed, the elevations measured, and the information provided to the Engineer to confirm design clearances. After the potholing is completed, the Contractor is to temporarily backfill the excavation in accordance with the specifications. The Engineer will review the elevations and provide pipe grade and other design changes, if any, to the Contractor within 1 working day after the pothole information is received by the Engineer. The Contractor is not to proceed with any other construction related to the 60" pipe until authorization to proceed is granted by the Engineer. 2. Add the following to Section 1-07.17 of the specifications: The Contractor is responsible for notifying Puget Sound Energy, King County (formerly Metro), and all other utility purveyors at least 24 hours in advance of all work in the vicinity of the purveyor's utility. 3. See the attached sheets for additional comments to the specifications and plans. Please return the following by early tomorrow morning: • 1 set of stamped and signed mylar drawings(C-wq < &C) • stamped and signed special provision specification • your recommended edits to the scope of work that will appear in the Call-for-BidE �inr 0 your estimate of the number of working days needed to complete the project �sf t��� control measures as may be needed to protect the work, adjacent properties, storm drains, streams, and other water bodies. At all times, there must be materials on the job site to handle any spills caused by the contractor, such as tack, oils, diesel, etc. Materials would include, but not be limited to, oil absorbent pads and "kitty litter". The Contractor must supply said materials at his expense and, in the event of a spill, be responsible for cleanup and disposal of contaminated materials. Payment for temporary water pollution/erosion control work will be paid based on the lump sum contract price. Payment will be made as the work proceeds, after presentation of invoices by the Contractor showing related costs. If the total of such payments is less than the lump sum contract price for this item, the unpaid balance will be included in the final contract payment. Payment of the lump sum contract price will constitute full compensation for completion of the work. The contractor shall be responsible for all monitoring, testing, and reporting that may be required by applicable local, state, or federal laws, ordinances, and regulations. No separate measurement and payment will be made for such work, but shall be incidental to the item "Temporary Water Pollution/Erosion Control". 1-07.17 Utilities and Similar Facilities Section 1-07.17 is revised and supplemented as follows: Existing surface features shown on the plans were developed from record drawings and supplemented in the immediate vicinity of the proposed work with limited approximate field measurement of surface features. The Contracting Agency makes no representations, guarantees, or warranties as to the accuracy and completeness of the information shown. 1-07.23(1) Public Convenience and Safety (Supplemental) Driveways are to be open and accessible during the non-working hours. Once the catch basin work affecting driveways is begun, the Contract shall complete work at the earliest possible time. A temporary ACP cold patch shall be used to cover trenches. The Contractor shall be responsible for delivering notification twice to all properties that front on, or access from such driveways signs a minimum of 72 hours in advance of the work taking place. l s � The City shall supply the Contractor with sufficient standard notification forms that the Contractor shall fill out with the specific location and times for each location to be affected All work and materials associated with the notification procedures shall be incidental to the contract lump sum price for"Traffic Control." 1-08 PROSECUTION AND PROGRESS 1-08.1(3) Hours of Work(Addition) All work within the right-of-way of SW 43rd Street shall be performed between the off-peak traffic hours of 8:30 p.m. to 5:30 a.m. (night work), unless otherwise approved by the Engineer. X1159122.100/10/10/97 1-3 DIVISION 1 1-09 MEASUREMENT AND PAYMENT 1-09.3(1) Basic Bid (New Section) This section is an outline of the basic bid which determines the low bidder for this project. Bid Item 1: Mobilization Mobilization will be paid based on the lump sum bid price, which payment will be in accordance with Section 1-09.7. Mobilization will not be considered as work in fulfilling the contract requirement for commencement of work. The Contractor shall prepare a Work Plan which shall show the proposed construction sequence of the project, when new pipes and catch basins will be installed and how stormwater drainage will be maintained during construction. The large diameter crossing of SW 43rd Street shall be constructed first. The Contractor shall prepare a Mobilization Plan which shall show the location for storage of all equipment and material proposed to be located at the construction site. The work plan, mobilization plan, erosion control plan (see Bid Item 2), traffic control plan and list of traffic signal contractors (see Bid Item 3), shoring plan (see Bid Item 5), and signal conduit protection/reinstallation plan (see Bid Item 7) shall be submitted to the Engineer prior to the Pre-construction Conference. Bid Item 2: Temporary Water Pollution/Erosion Control This item consists of all activities required to prevent, control, and stop water pollution or erosion within the project as per Section 1-07.15 of the specifications. This work includes, but is not limited to, installation, maintenance, and cleanup of settling tank system, catch basin protection, placement of plastic sheets over soil, seeding, mulching, netting, and cleaning catch basins. Measurement and payment shall be in accordance with Section 1-07.15 of the specifications. Bid Item 3: Traffic Control This item shall be full compensation for all work required per Section 1-10 of the specifications. Measurement and payment shall be in accordance with Section 1-10 of the specifications. The Contractor is required to prepare a Traffic Control Plan for review and approval by the City. Several plans may be needed to show different traffic control provisions and markings for various phases of the project. g �G X As noted in Section 1-08.1(3), all work within t ri ht-of--way�f 43rd Street shall be performed between the off-peak traffic hours oQ�.m. to�a.m.(night work). During these hours, the Contractor may restrict traffic to one eastbound and one west bound lane. For installation of the large diameter pipe crossing of SW 43rd Street, the Contractor may alternatively close SW 43rd Street to all but emergency traffic between Oakesdale Avenue SW and Lind Avenue SW. If the street is closed, the Contractor shall X1159122.100/10/10/97 1-4 DIVISION 1 Payment at the unit price bid per ton shall be full compensation for all gravel backfill material incorporated into the work, including, but not limited to, excavation, dewatering, removal of unsuitable material, material disposal, backfilling, hauling, and compaction testing. No payment shall be made for costs due to over-excavation and subsequent foundation material placement, unless the inspector determines that the over-excavation is necessary. Bid Item 17: Control Density Fill This item consists of the installation of a non-segregating, self-consolidating, free- flowing, and excavatable material which will result in a hardened, dense, non-settling fill. Material shall be Control Density Fill, Class B, normal flowability, and shall be installed in accordance with Section 9-03.22. Control density fill shall be placed where specified in Section 2-09.3(1)E. Measurement will be by the cubic yard in place to the neat lines as shown on the plans. Payment will be made at the unit contract price per cubic and shall be full compensation for completing the work in accordance with the contract documents, including, but not limited to, furnishing, hauling, placement, compaction, protection, and testing. Plugging of the 36-inch pipe with CDF will be paid for by the cubic yard of CDF used and shall be full compensation for plugging the pipe. Bid Item 18: Bank Run Gravel for Trench Backfill This item will be used only when material from trench and structural excavations is unsuitable for use as backfill and the use of imported backfill is approved by the Engineer per Section 2-09.3(1)E of the specifications. Measurement and payment shall be in accordance with Section 2-09 of the specifications. Payment at the unit contract price per ton shall be full compensation for all imported backfill material incorporated into the work. Bid Item 19: ACP Trench Patch Temporary and permanent asphalt concrete pavement trench patch over all areas where asphalt paving was removed by excavation during the course of the work will be paid under this item. This work shall be completed as shown in the plans and in accordance with Section 5-04 and the City of Renton Trench Restoration and Street Overlay Requirements, a copy of which is included with the Supplement Specification at the end of the section. Measurement shall be by the ton only for asphalt paving placed within the neat line limits as shown on the plans. Payment at the unit contract price shall be full compensation for completion of the asphalt patching work in accordance with the contract documents. All preparation work necessary for placement of the asphalt paving shall be incidental to the unit contract price, including sawcutting, planing, excavation, leveling, sweeping, compaction, crushed surfacing top course in the top six inches of the trench (where applicable), tack oil, removal and disposal of temporary pavement etc. C" jjN "j us4h'ej w� 14F Caed ti—A- 1 k,•i,f X1159122.100/10/10/97 1-9 / DIVISION I Bid Item 20: Pavement Marking This item consists of installing new pavement markings in accordance with Section 8-22 to replace the markings removed during construction. Payment at the lump sum price shall be full compensation for completion of the work in accordance with the contract documents. Bid Item 21: Cement Concrete Curb and Gutter This item consists of the construction of cement concrete curb and gutter in accordance with the requirements of Section 8-04. Measurement and payment shall be in accordance with Section 8-04. Bid Item 22: Cement Concrete Sidewalks This item consists of the construction of cement concrete sidewalks and concrete wheelchair ramps in accordance with Section 8-14 and the City's standard plans. Measurement and payment shall be in accordance with Section 8-14. Bid Item 23: Final Restoration and Cleanup This item consists of all work necessary to restore areas affected by the project to at least as good a condition as existed before project construction, excluding restoration work covered under other bid items. All work needed for final cleanup is to also be included in this bid item. e r halt be,-c"oniplyshed-in--accordane it Landscape restoration shall include replacing the existing landscaping with equal vegetation, bark, and or grass. Grass shall be replaced using sod. Landscape restoration materials shall be in accordance with the requirements of Section 9-14. Payment at the lump sum price shall be full compensation for completion of the work in accordance with the contract documents. 1-09.9 Payments 1-09.9(2) Retainage Section 1-09.9(2) is supplemented with the following: Upon completion of the project the retainage shall be returned to the Contractor when all of the following are satisfied: 1. The Contractor and each Subcontractor shall submit to the City of Renton, and to the Department of Labor and Industries, a"Statement of Intent to Pay Prevailing Wages." 2. Following the acceptance of the project, the Contractor and each Subcontractor shall submit to the City of Renton, and to the Department of Labor and Industries, an "Affidavit of Wages Paid." This affidavit certifies all prevailing wage requirements have been met. 3. The Contractor shall submit a "Request to Release" to the Department of Labor and Industries. That agency provides the form. X1159122.100/10/10/97 1-10 DIVISION 1 DIVISION 7 DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS 7-04 STORM SEWERS 7-04.3(3) Utility Clearances (New Section) Ethafoam HS 600 Plank foam board, or equal shall be placed between the storm drain pipe and other utilities for clearances less than 6 in. 7-05 MANHOLES, INLETS, AND CATCH BASINS 7-05.3(1) Adjusting Manholes and Catch Basins to Grade Supplement Section 7-05.3(1) with the following: Manhole adjustment in paved areas will be 12 in. maximum and in unpaved areas will be 20 in. maximum. 7-05.3(5) Manhole Steps (New Section) Manhole Steps shall be MA Industries PS2-PF, Lane International Corp. P-14938 or equal, and constructed in accordance with the City's standard details. 7-05.3(6) Manhole Bases (New Section) Pre-cast manhole bases and cast-in-place manhole bases shall meet the general requirements of the City Standard plan 13028. Specific design of the 120-inch manhole shall be submitted for review. For a cast-in-place installation, the first precast section shall be placed on the cast-in-place base structure before the base has taken initial set and adjust to true grade and alignment with all inlet pipes installed so as to form an integral, watertight unit, or mortar the section into a groove provided in the top of the cast-in-place base. In addition, the first section shall be uniformly supported by the base concrete and shall not bear directly on any of the pipes. 7-08 GENERAL PIPE INSTALLATION REQUIREMENTS 7-08.3(2)J Connection to Existing Storm Drain (New Section) The Contractor shall field locate, verify the size and invert elevation of existing pipes prior to construction (i.e. first order of work at the start of construction). Tke, �eI-RC 51-*u qls° a-A ,,,5F.M ,,, PPOra, d 411•� c-1/,_I p,- 7-► 7.;( Z)Cr s /It,/'Oj 7-08.3(4) Plugging Existing Pipe (Supplement) 11yef Where shown on the plans, plugging the existing pipe with CDF shall extend a minimum of 5 feet. X1159122.100/10/10/97 7-1 DIVISION 7-DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS,AND CONDUITS ST. / LAKE AVE. IMPROVEMENT PROJECT /P. 23 N. - RANGE 5 E. MERIDIAN: N.A.D. 83/91; USED W. LINE E. 1/2, SECTION 18-23-5. DATUM: N.A.V-D. 88; CONTROLLING B.M.= CITY OF RENTON B.M./673- TOP 1/4' BRASS PIN SET IN CONIC. MONUMENT AT CENTERLINE OF MORRIS AVE. AND 12' NORTH OF CENTERLINE OF S. 2ND STREET. ELEV. - 32.62 AND CITY OF RENTON B.M. 02128; 3' BRASS DISK STAMPED 'K.C. SURVEY MON. EN-80 1973' IN SIDEWALL NORTH SIDE OF AIRPORT WAY±30' WEST OF CHECKERED RUNWAY MARKER. ELEV. = 30.86. L�ASfI\`.LJ (EXISTING FEATURES) (PROPOSED FEATURES) x WATER VALVE O STORM MANHOLE o CI P� fl f g fff T\f1rrsl, HYDRANT ® CATCH BASIN `�J ll W�`J��C 9; WATER METER ---- REPLACED STORM DRAIN UNE OS ® MANHOLES(SS/SD) NEW STORM DRAIN UNE<12' C8 NEW STORM DRAIN LINE>12' 4 POWER/UTIUTY POLE E-STATION NORTHING FASTING ELEVATION DESCRIPTION GUY ANCHORPOWER TRANSFORMER ©[TT POWER/TELEPHONE VAULT 100+00 179567.29 1298625.82 29.58 MON. IN CASE O INT. N. C L S. 24D ST. POWER HAND HOLD 102+00 179558.53 1298825.63 25.90 PK NAIL W ALUM. WASHER LS. 111691 o TELEPHONE/TV RISER 104+00 179549.77 1299025-44 29.4.6 ID GAS VALVE N 106+00 179541.01 1299225.25 30.10 _ O/� STREET UGHTS m O 107+41.62 179534.81 1299366.73 29.58 O INT. SHATTUCK AVE. S. x 1000 SPOT ELEVATION� SIGN,... 108+00 179532.25 1299425.06 30.38 ROCKERY Vi 110+00 179523.49 1299624.86 31.19 _ 112+00 179514.73 1299824.67 31.84 _ CONIFER TREE 50+00 178649.83 1298653.09 PK NAIL Wl ALUM. WASHER LS. #11r91 O DECO. TREE 52+00 178849.49 1298641.37 28.47 a CASED MONUMENT 54+00 179049.14 1298629.64 28.12 0 P.K. NAIL W/ALUMINUM 56+00 179248.80 1298617.92 28.28 WASHER L.S. #11691 56+13.64 179262.41 1298617.12 28.36 -_- CENTER LINES 58+00 179448.70 1298622.44 29.11 PROPERTY UNES 59+18.64 179567.29 1298625.82 29.58 MON. IN CASE O•INT. S. TOBIN ST LI DITCH LINES/ . - RIGHT NES/Y LINES M1 --- FLOW Y 60+00 179648.62 1298628.15 29.71 PK NAIL W ALUM. WASHER LS. #11691 -W- WATER UNE 5 62+00 179848.53 1298633.85 30.87 -SS- SANITARY SEWER LINE SD- STORM DRAIN UNE 63+38.52 179987.01 1298637.57 30.84 1MON. IN CASE O INT. AIRPORT WAY G- GAS LINE -GP- UNDERGROUND POWER LINES -UGT- UNDERGROUND TELEPHONE UNES -O- CHAIN LINK FENCE - PARE FENCE -c WOOD FENCE SHEET INDEX DESCRIPTION SHEET 1 COVER SHEET: NOTES,'LEGEND, ��� d& SITE MAP, SHEET LAYOUT, ETC. OYUND THIS SHEET 2 PLAN & PROFILE (v CHECKED FOR COMPLIANCE TO CITY STANDARDS SHEET 3 PLAN & PROFILE �cf Date n�q1 SHEET 4 PLAN & PROFILE Date SHEET 5 PLAN & PROFILE, DETAILS �`a `, ' Date 7 -1- SHEET 6 DETAILS & NOT ' J.S' Qp�oEN�Yiyo� RECuYINIENDED o O FUK,\PPROVAL CITY OF RENTON BY SS 7-24-7. BY DEPARTMENT OF PUBLIC WO K9 �Rn FOrg1EP�� �--�-- SNALE '',ZT-, sY S. TOBIN ST. - LAKE AVE. mwEs,ar:v17 STORM SYSTEM IMPRO ENT PROJECT DESIGNER MSW 7/12/96 FXE NAME: 6575CVR DRAWN M 11 CHECKER SCAl6 AS SHOWN Pis- 829 NO. REVISK)N BY I APPROVER SHEET: 1 - 6 "A 0) WNG COUNT," 01 08 i"SS 04 ..........1 . 4142.6 18 K, EX MH 96" ............. ... .. -—----- n 8 54" N a_ IE 1.88 54" S a UJ IE IN 1,38 36" SW T -22t 9 8 22.98 .l24 > c/) < —i ............. 0 K:-, L........ . ............... ........ . ....... w < -.MH--.l 11 -- 4, , - 1 p -A", rill 0- TYPE 3, 96 LLJ — SD S A 0+00 C< CON T EX LLJ 4 R P SD < Q ..— ---------- b z 4. F EM } 41 --,-�CONC Sir`LLJ �ONC SI0EWX: 0 p W..G EXI PINdVAULP 36"RCP CDF- ............... Lti ........... (A TY OF RFNTO�4 k' 12" BASELINE. w . ............. W (CENTERLINE) r) � tx- U. STA 70+00 %SW 43RD STFWET ............. Ao, 23. 0 24.21 - cli MH 2 TYPE 3, 120' HIGH PRESSL SD-1�TA-0+ ................ ✓..................... ................ ... ....... .... .. ...... H CONNECT EX! 54"RCP SD D. 2 ............. 23.2 8 CCE 48i AS ONro 24 "S ........................ :a Lq u ............. ........... .............. c 5 mE E 2 .28 21.18 C 0, w fi 23.48 4) 24.98 DWG. NO. S.W. 43RD STREET DRAINAGE IMPROVEMENTS SHEET 60• PLAN, PROFILE AND DETAILS 2 OF 2 I I I 60" RCP I I EXISTING FACE OF CURB / I OPEN CURB FACE FRAME 1 31 I MH 2 AND GRATE, SEE CITY OF 120" DIA MH RENTON DETAIL 8018 EX 54" RCP a RECONNECT EXIST EX 54" RCP o^ ": _ n 4" SIDEWALK DRAINS r PLAN EXISTING TYPE 2 IL !�- 48" CB (W-_�'7,q SCALE: 1 DETAIL Z REPLACE EXIST FLAT VARIES SLAB COVER WITH NEW COVER. FIELD VERIFY OPENING TO ALIGN WITH OPEN CURB FACE FRAME OPENING. STANDARD PRECAST MANHOLE SECTIONS, SIJRF SEE TYPICAL DETAILS DETAIL r2 SIZE DRAWING 8028 NO SCALE AS NOTED Z EX 54" RCP II II - L 1 - II II ;k I I I i MORTAR FILL ALL AROUND CONCRETE fMc-It'CASTIN PLACE FOUNDATION SLAB. Lr FOUNDAl10N PREPA-MING STEEL RATION AND BEDDING IN;ACCORDANCE WITH - LL _____ _--- MUR IAft SILL ALL AROUND RS{-CONCRETE ffeCA-' o/ a -i CAST IN PLACE "� FOUNDATION SLAB. 9" 0 FOUNDATION PREPA— MIN v=i REINFORCING STEEL RATION AND BEDDING IN ACCORDANCE WITH SECTION ,4 SPECIFICATIONS �, sCALE: 1"=5 NOTES: 1. EXISTING FEATURES SHOWN WERE DEVELOPED FROM (1 RECORD DRAWINGS AND WERE SUPPLEMENTED IN THE IMMEDIATE VICINITY OF THE PROPOSED WORK WITH LIMITED AND APPROXIMATE FIELD MEASUREMENT OF SURFACE FEATURES. SEE SECTION 1-07.17 OF THE RENTON STANDARD SPECIFICATIONS, UTILITIES AND SIMILAR FACILITIES. MAXIMUM PAY WIDTH 2. CONTRACTOR SHALL PROVIDE TEMPORARY SUPPORT OF FOR ACP TRENCH PATCH TRAFFIC SIGNAL CONDUIT TO MAINTAIN TRAFFIC SIGNAL SEE NOTE 3 ERATION A ALL TIMES THROUGHOUT THE PROJECT. NOW- . MA'f4 pip, A-wkr- of c45r jl.¢ wnc�...+iS' 4. MAXIMUM PAY WIDTH MAXIMUM t PAY WIDTH FOR ACP TRENCH, « PATCH AND BACKFILL tM FOR BACKFILL TRENCH SHALL 2'-0" OUTSIDE LDIM DIMENSION (OD) OFSO APPLY TO HMANHOLES/CATCH BASINS OLES AND CATCH BASINS USING PLACE OF PIPE OD. PIPE OD OR PIPE OD OR \ 3'-0" MAX 3'-0" MAX 4y� ��� � ACP SEE CITY STD PLANS r H032 AND H032A G`- HIC SCA GSf< 20 0 20 40 054 �\ = 20' X 1 5 0 5 10 X TRENCH BACKFILL OF or � 1" = 5' /`Nr Grcv� PC=I'SA��14.{wn� OD OF PIPE 1 NOTE: BEDDING MATERIALJ7 X = 1' FOR PIPE < 42", FOR RIGID PIPE o 2' FOR PIPE > 42" GRAVEL BACKFILL FOR o0 to FOUNDATIONS WHEN SPECIFIED o TYPICAL TRENCH SECTION WITHIN ROADWAY LIMITS NO SCALE I � �^�/�. � �.:��. -avr ?Y�►-f't<<- G'�T orv4' /b l.��-t,- �C�t� Ci-� �G (,/Ur✓�c' `� a uy� v�D Z �Rr-- 1--tV( r ��1►y� S Fb - - 1 Project Title SW 43RD STREET DRAINAGE IMPROVEMENT PROJECT City of Renton Contr. Name BID DATE: DATE Engineers Estimate Item Unit Est. Unit Bid Unit Bid Unit No. Description Quantity Price Amount Price Amount Price O 1 Mobilization Lump Sum 1 10,000.00 10,000.00 0.00 0.00 r 2 Temporary Water Pollution/Erosion Control Lump Sum 1 1,500.00 1,500.00 0.00 0.00 3 Traffic Control Lump Sum 1 6,000.00 6,000.00 0.00 0.00 r' 4 Contractor Supplied Surveying Lump Sum 1 1,500.00 3,000.00 0.00 0.00 5 Shoring or Extra Excavation, Class B Lump Sum 1 4,000.00 4,000.00 0.00 0.00 6 Sawcut and Remove Existing Cement Concrete Panel Cubic Feet 300 20.00 6,000.00 0.00 0.00 7 Temp. Support and Reinstall Traffic Signal/Lighting Conduit Lump Sum 1 2,000.00 2,000.00 0.00 0.00 8 54-inch Concrete Pipe Linear Foot 65 320.00 20,800.00 0.00 0.00 9 12-inch Ductile Iron Pipe Linear Foot 5 40.00 200.00 0.00 0.00 F� 10 108-inch Type III Manhole Each 2 18,000.00 36,000.00 0.00 0.00 11 Replace Existing Catch Basin with Type I Catch Basin Each ( Z' 2,000.00 2,000.00 0.00 0.00 12 Install New Type I Catch Basin Each -2V' 1,200.00 1,200.00 0.00 0.00 13 Replace Ex. Frame/Grate w/New Open Curb Frame/Grate Each 5 750.00 3,750.00 0.00 0.00 14 Connection to Existing Catch Basin Each {-X 500.00 500.00 0.00 0.00 15 Gravel Backfill for Foundations, Class A Ton 100 20.00 2,000.00 0.00 0.00 16 Control Density Fill Cubic Yard 200 70.00 14,000.00 0.00 0.00 17 Bank Run Gravel for Trench Backfill Ton 50 20.00 1,000.00 0.00 0.00 18 ACP Trench Patch Ton 60 100.00 6,000.00 0.00 0.00 19 Pavement Marking Lump Sum 1 1,000.00 1,000.00 0.00 0.00 20 Cement Concrete Curb and Gutter Linear Feet 70 25.00 1,750.00 0.00 0.00 21 Final Restoration and Cleanup Lump Sum 1 1,000.00 1,000.00 0.00 0.00 123,700.00 0.00 8.6 Tax 10,638.20 0.00 Total 134,338.20 0.00 c 1-01 DEFINITIONS AND TERMS 1-01.2 Abbreviations 1-01.2(2) Items of Work and Units of Measurement Supplement this section with the following: CPEP Corrugated High Density Polyethylene Pipe CMP Corrugated Metal Pipe Conn. Connection DI Ductile Iron E East Ex,Exist Existing FF Finished Floor ID Inside Diameter Inv Invert IE Invert Elevation MON Monument N North No. Number OD Outside Diameter PC Point of Curve PT Point of Tangency PI Point of Intersection PCC Portland Cement Concrete RIW Right-of-Way S South SS Sanitary Sewer or Side Sewer S.ST. Stainless Steel W West 1-02.4(2) Subsurface Information (Addition) A geotechnical study for the SW 43rd Street drainage project was conducted by Hong West Associates. The finding and recommendations of Hong West Associates are summarized in a report bound within the contract bid document following the Construction Plans. The elevations listed in the report are based on the National Geodetic Vertical Datum (NGVD) of 1929. These elevations are theorectically 3.58 feet lower than the North American Vertical Datum (NAVD)of 1988 used to prepare the Construction Plans. 1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC 1-07.1(1) Archaeological Discoveries and Historic Preservation Clause(New Section) The Contractor shall adhere to the National Historic Preservation Act of 1966 and 36 CFR 800 which provide for the preservation of potential historical, architectural, archaeological, or cultural resources (herein called "cultural resources") and fair compensation to the Contractor for delays resulting from such cultural resources investigations. In the event that potential cultural resources are discovered during subsurface excavations at the site of construction,the following procedures shall be instituted: 1. The Owner shall issue a Work Suspension Order directing the Contractor to cease all construction operations at the location of such potential cultural resources find. ' 2. If archaeological findings include human remains, the Engineer shall contact a qualified archaeologist in consultation with the State Historic Preservation Officer (SHPO) to evaluate the remains. 3. Such Work Suspension Order shall be effective until such time as a qualified archaeologist can be called by the Engineer to assess the significance of these potential cultural resources and make recommendations to the State Historical Preservation Officer. If the archaeologist, in consultation with State Historic Preservation, determines that the potential find is a significant cultural resource, the Owner shall extend the duration of the Work Suspension Order. 4. Suspension of work at the location of the find shall not be grounds for any claim by the Contractor unless the suspension extends beyond the contract working days allowed for the project, in which case the Engineer will make an adjustment for increased cost of performance of the contract. TOBIN STREET/LAKE AVENUE STORM SYSTEM IMPROVEMENT PROJECT U:1996:65250:SPEC-BID:SPROV:SW Page 2 1-07.15 Temporary Water Pollution/Erosion Control Temporary water pollution/erosion control for installation of the large diameter pipe at SW 43rd Street and Oakesdale Avenue shall at a minumum include the following measures: • The first length of existing 54" pipe between where the new manhole will be installed and the first existing manhole downstream is to be used as a settling tank by installing shallow temporary sandbag berms at each end of the existing pipe. The purpose of the sandbags is to create a pool of standing water in the pipe to allow for settlement of particulate matter and to prevent backwater flooding from the downstream system which outfalls to Springbrook Creek at SW 41 st Street. The top of the downstream sandbags must be lower in elevation than the top of the upstream sandbags so that the water will overflow to the north. All dewatering water pumped from the trench shall be discharged to the sandbagged pipe system for settlement. Prior to bringing the new pipe on-line, sediments that have accumulated in the settlement pipe are to be removed using vacuum equipment. As construction progresses and unexpected or seasonal conditions dictate, the Contractor shall anticipate that more water pollution/erosion control measures will be necessary. It shall be the obligation and responsibility of the Contractor to revise or supplement the pollution/erosion control measures as may be needed to protect the work, adjacent properties, storm drains, streams, and other water bodies. At all times, there must be materials on the job site to handle any spills caused by the contractor, such as tack, oils, diesel, etc.. Materials would include, but not be limited to, oil absorbent pads and "kitty litter". The Contractor must supply said materials at his expense and, in the event of a spill, be responsible for cleanup and disposal of contaminated materials. Payment for temporary water pollution/erosion control work will be paid based on the lump sum contract price. Payment will be made as the work proceeds, after presentation of invoices by the Contractor showing related costs. If the total of such payments is less than the lump sum contract price for this item, the unpaid balance will be included in the final contract payment. Payment of the lump sum contract price will constitute full compensation for completion of the work. The contractor shall be responsible for all monitoring,testing, and reporting that may be required by applicable local, state, or federal laws, ordinances, and regulations. No separate measurement and payment will be made for such work, but shall be incidental to the item "Temporary Water Pollution/Erosion Control". 1-07.17 Utilities and Similar Facilities Section 1-07.17 is revised and supplemented as follows: Existing surface features shown on the plans were developed from record drawings and supplemented in the immediate vicinity of the proposed work with limited approximate field measurement of surface features. The Contracting Agency makes no representations, guarantees, or warranties as to the accuracy and completeness of the information shown. 1-08 PROSECUTION AND PROGRESS 1-08.1(3) Hours of Work(Addition) All work within the right-of-way of SW 43rd Street shall be performed between the off-peak traffic hours of 11:00 p.m.to 5:00 a.m.(night work),unless otherwise approved by the Engineer. TOBIN STREET/LAKE AVENUE STORM SYSTEM IMPROVEMENT PROJECT U:1996:65250:SPEC-BID:SPROV:SW Page 3 1-09 MEASUREMENT AND PAYMENT 1-09.3(1) Basic Bid (New Section) This section is an outline of the basic bid which determines the low bidder for this project. Bid Item 1: Mobilization Mobilization will paid based on the lump sum bid price, which payment will be in accordance with Section 1-09.7. Mobilization will not be considered as work in fulfilling the contract requirement for commencement of work. The Contractor shall prepare a Work Plan which shall show the proposed construction sequence of the project, when new pipes and catch basins will be installed and how stormwater drainage will be maintained during construction. The large diameter crossing of SW 43rd Street shall be constructed first. The Contractor shall prepare a Mobilization Plan which shall show the location for storage of all equipment and material proposed to be located at the construction site. The work plan, mobilization plan, erosion control plan (see Bid Item 2), traffic control plan and list of traffic signal contractors (see Bid Item 3), shoring plan (see Bid Item 5), and signal conduit protection/reinstallation plan (see Bid Item 7) shall be submitted to the Engineer prior to the Preconstruction Conference. Bid Item 2: Temporary Water Pollution/Erosion Control This item consists of all activities required to prevent, control, and stop water pollution or erosion within the project as per Section 1-07.15 of the specifications. This work includes, but is not limited to, catch basin protection, placement of plastic sheets over soil, seeding, mulching,netting, and cleaning catch basins. Measurement and payment shall be in accordance with Section 1-07.15 of the specifications. Bid Item 3: Traffic Control This item shall be full compensation for all work required per Section 1-10 of the specifications. Measurement and payment shall be in accordance with Section 1-10 of the specifications. The Contractor is required to prepare a Traffic Control Plan for review and approval by the City. Several plans may be needed to show different traffic control provisions and markings for various phases of the project. As noted in Section 1-08.1(3), all work within the right-of-way of SW 43rd Street shall be performed between the off-peak traffic hours of 11:00 p.m. to 5:00 a.m.(night work), unless otherwise approved by the Engineer. During these hours, the Contractor may restrict traffic to one eastbound and one west bound lane. For installation of the large diameter pipe crossing of SW 43rd Street, the Contractor may alternatively close SW 43rd Street to all but emergency traffic between Oakesdale Avenue SW and Lind Avenue SW. If the street is closed, the Contractor will be required to maintain a minimum 20-foot width through the closed roadway for emergency vehicle access. The Contractor will also be required to set up a detour route along Oakesdale Avenue, SW 41 st Street,and Lind Avenue for all other traffic. TOBIN STREET/LAKE AVENUE STORM SYSTEM IMPROVEMENT PROJECT U:1996:65250:SPEC-BID:SPROV:SW Page 4 In addition to all of notifications required for traffic control changes, the Contractor shall also keep Roger Steinert of WSDOT Construction Traffic Coordination advised at (206)440-4471 when traffic control changes will be in effect. All traffic signals are to remain in operation throughout the project. Prior to the start of construction, the Contractor shall submit a list of traffic signal contractors to be on-call in case signal conduits are damaged. Bid Item 4: Contractor Supplied Surveying The Contractor shall provide all required survey work, including such work as mentioned in Sections 1-05.4, 1-05.5, 1-11 and elsewhere in the specifications as being provided by the Engineer. Progress payments will be made in accordance with Section 1-09.9(1). Payment of the lump sum bid amount will constitute full compensation for all materials, equipment, labor, as-built drawings and information, licensed surveyor's seal and signature, and all other items necessary and incidental to the completion of the work. Bid Item 5: Shoring or Extra Excavation,Class B This item shall be full compensation for all work required per Section 2-09.3(4) of the specifications. Payment will be based on the lump sum bid price. Progress payments will be made in accordance with Section 1-09.9(1). The Contractor is required to prepare a shoring plan for review and approval by the Engineer. Bid Item 6: Sawcut and Remove Existing_Cement Concrete Panel This item shall be full compensation for all work required to remove existing cement concrete panels that may be encountered in the within the middle portion of the SW 43rd Street roadway. The panels shall be removed by sawcutting along the edge of the section to be removed or removing the panel to the near joint as directed by the Engineer. Payment will be paid by the cubic yard of concrete removed based upon measurement of the length,width, and depth of the section removed. Payment at the unit contract price shall be full compensation for completion of the work, including,but not limited to: sawcutting, excavation, and material disposal. Bid Item 7: Temp. Support and Reinstall Traffic Signal/Lighting Conduit This item shall be full compensation for all work required to temporarily support and reinstall all traffic signal/lighting conduits within the area of work. The Contractor shall submit a plan and/or description of how the temporary support and reinstallation will be accomplished prior to the start of construction. All traffic signals are to remain in operation throughout the project. Prior to the start of construction, the Contractor shall submit a list of traffic signal contractors to be on-call in case signal conduits are damaged. Payment will be based on the lump sum bid price. Progress payments will be made in accordance with Section 1-09.9(1). Bid Item 8: 54-inch Concrete Pipe TOBIN STREET/LAKE AVENUE STORM SYSTEM IMPROVEMENT PROJECT U:1996:65250:SPEC-BID:SPROV:SW Page 5 This item consists of constructing 54-inch reinforced concrete storm pipe in accordance with Section 7-04. Measurement and payment shall be in accordance with Section 7-04. Unless stated otherwise, payment at the unit contract price shall be full compensation for completion of the work, including, but not limited to, all sawcutting, excavation, dewatering and temporary bypass of all storm system flows, material disposal, furnishing pipe materials and appurtenances (such as special fittings, couplings, manhole connectors, etc), installing, backfilling, hauling, compaction testing,cleaning, and testing. Temporary and permanent asphalt concrete pavement trench patching and restoration will be paid under "ACP Trench Patch". Pipe bedding material shall be incidental to the pipe. Where required by these specifications, the Contractor shall use "Control Density Fill" or "Bank Run Gravel for Trench Backfill" as backfill with payment made under the applicable bid item. Native material is to be used instead of"Bank Run Gravel for Trench Backfill unless the native material is unsuitable for use as backfill. Any shoring, if necessary, shall meet the requirements of Section 2-09.3(4) with payment being made under the bid item "Shoring and Extra Excavation,Class B." Removal of unstable base material, if necessary, and its replacement with gravel backfill as necessary to provide a dense, unyielding foundation shall be paid under the bid item "Gravel Backfill for Foundations, Class A." Bid Item 9: 12-inch Ductile Iron This item consists of constructing 12-inch ductile iron storm pipe in accordance with Section 7- 04. Measurement and payment shall be in accordance with Section 7-04. Unless stated otherwise, payment at the unit contract price shall be full compensation for completion of the work, including, but not limited to, all sawcutting, excavation, dewatering and temporary bypass of all storm system flows, material disposal, furnishing pipe materials and appurtenances (such as special fittings, couplings, manhole connectors, etc), installing, backfilling, hauling, compaction testing,cleaning, and testing. Temporary and permanent asphalt concrete pavement trench patching and restoration will be paid under"ACP Trench Patch". Pipe bedding material shall be incidental to the pipe. Where required by these specifications, the Contractor shall use "Control Density Fill" or "Bank Run Gravel for Trench Backfill" as backfill with payment made under the applicable bid item. Native material is to be used instead of"Bank Run Gravel for Trench Backfill unless the native material is unsuitable for use as backfill. Any shoring, if necessary, shall meet the requirements of Section 2-09.3(4) with payment being made under the bid item "Shoring and Extra Excavation, Class B." Removal of unstable base material, if necessary, and its replacement with gravel backfill as necessary to provide a dense, unyielding foundation shall be paid under the bid item "Gravel Backfill for Foundations, Class A." Bid Item 10: 108-inch Type III Manhole This item consists of constructing 108-inch Type III cement concrete manholes where shown on the plans in accordance with the requirements of Section 7-05. Measurement and payment shall be in accordance with Section 7-05. Unless stated otherwise, payment at the unit contract price shall be full compensation for completion of the work, including, but not limited to, all sawcutting, excavation, dewatering and temporary bypass of all storm system flows, material disposal, furnishing materials and appurtenances(such as special fittings, frame and cover, etc), installing,backfilling,hauling, compaction testing, cleaning,and adjustment of frame to grade. TOBIN STREET/LAKE AVENUE STORM SYSTEM IMPROVEMENT PROJECT U:1996:65250:SPEC-BID:SPROV:SW Pa,-e 6 Temporary and permanent asphalt concrete pavement trench patching and restoration will be paid under "ACP Trench Patch". Pipe bedding material shall be incidental to the pipe. Where required by these specifications, the Contractor shall use "Control Density Fill" or "Bank Run Gravel for Trench Backfill" as backfill with payment made under the applicable bid item. Native material is to be used instead of"Bank Run Gravel for Trench Backfill unless the native material is unsuitable for use as backfill. Any shoring, if necessary, shall meet the requirements of Section 2-09.3(4) with payment being made under the bid item "Shoring and Extra Excavation, Class B." Removal of unstable base material, if necessary, and its replacement with gravel backfill as necessary to provide a dense, unyielding foundation shall be paid under the bid item "Gravel Backfill for Foundations, Class A." Bid Item l l: Replace Existing Catch Basin with Type I Catch Basin This item shall be full compensation for all work required to replace existing catch basins with new Type I catch basins where shown on the plans. The work shall be completed in accordance with the requirements of Section 7-05. The new Type I catch basins are to have open curb face frame and grates in accordance with Standard Plan pages B017 and B018. Measurement and payment shall be at the unit contract price and be full compensation for completion of the work in accordance with the contract documents. Bid Item 12: Install New Type I Catch Basin This item shall be full compensation for all work required to install new Type I catch basins where shown on the plans. The work shall be completed in accordance with the requirements of Section 7-05. The new Type I catch basins are to have open curb face frame and grates in accordance with Standard Plan pages B017 and B018. Measurement and payment shall be at the unit contract price and be full compensation for completion of the work in accordance with the contract documents. Bid Item 13: Replace Ex. Frame/Grate With New Open Curb Frame/Grate This item shall be full compensation for all work required to replace existing catch basin frame and grates with new open curb face frame and grates where shown on the plans. The open curb face frame and grates shall be in accordance with Standard Plan pages B017 and B018. The work shall be completed in accordance with the requirements of Section 7-05. Measurement and payment shall be at the unit contract price and be full compensation for completion of the work in accordance with the contract documents. Bid Item 14: Connection to Existing Catch Basin This item consists of connecting new storm drainage pipe to existing catch basins in accordance with Section 7-05.3(3). Measurement and payment shall be in accordance with Section 7-05 of the specifications and shall be full compensation for completion of the work in accordance with the contract documents. Bid Item 15: Gravel Backfill for Foundations,Class A This item of work consists of the removal of unstable base material and its replacement with gravel backfill as necessary to provide a dense, unyielding foundation per Section 2-09 of the specifications. Measurement and payment shall be in accordance with Section 2-09 of the specifications. TOBIN STREET/LAKE AVENUE STORM SYSTEM IMPROVEMENT PROJECT U:1996:65250:SPEC-BID:SPROV:SW Page 7 Payment at the unit price bid per ton shall be full compensation for all gravel backfill material incorporated into the work, including, but not limited to, excavation, dewatering, removal of unsuitable material, material disposal, backfilling, hauling, and compaction testing. No payment shall be made for costs due to over-excavation and subsequent foundation material placement,unless the inspector determines that the over-excavation is necessary. Bid Item 16: Control Density Fill This item consists of the installation of a non-segregating, self-consolidating, free-flowing, and excavatable material which will result in a hardened, dense, non-settling fill. Material shall be Control Density Fill, Class B, normal flowability, and shall be installed in accordance with Section 9-03.22. Control density fill shall be placed where specified in Section 2-09.3(1)E. Measurement will be by the cubic yard in place to the neat lines as shown on the plans. Payment will be made at the unit contract price per cubic and shall be full compensation for completing the work in accordance with the contract documents, including, but not limited to, furnishing, hauling,placement,compaction,protection,and testing. Bid Item 17: Bank Run Gravel for Trench Backfill This item will be used only when material from trench and structural excavations is unsuitable for use as backfill and the use of imported backfill is approved by the Engineer per Section 2- 09.3(1)E of the specifications. Measurement and payment shall be in accordance with Section 2-09 of the specifications. Payment at the unit contract price per ton shall be frill compensation for all imported backfill material incorporated into the work. Bid Item 18: ACP Trench Patch Temporary and permanent asphalt concrete pavement trench patch over all areas where asphalt paving was removed by excavation during the course of the work will be paid under this item. This work shall be completed as shown in the plans and in accordance with Section 5-04 and the City of Renton Trench Restoration and Street Overlay Requirements, a copy of which is included with the Supplement Specification at the end of the section. Measurement shall be by the ton only for asphalt paving placed within the neat line limits as shown on the plans. Payment at the unit contract price shall be full compensation for completion of the asphalt patching work in accordance with the contract documents. All preparation work necessary for placement of the asphalt paving shall be incidental to the unit contract price, including sawcutting, planing, excavation, leveling, sweeping, compaction, crushed surfacing top course in the top six inches of the trench (where applicable), tack oil, removal and disposal of temporary pavement,etc. Bid Item 19: Pavement Marking This item consists of installing new pavement markings in accordance with Section 8-22 to replace the markings removed during construction. Payment at the lump sum price shall be full compensation for completion of the work in accordance with the contract documents. Bid Item 20: Cement Concrete Curb and Gutter TOBIN STREET/LAKE AVENUE STORM SYSTEM IMPROVEMENT PROJECT U:1996:65250:SPEC-BID:SPROV:SW Page 8 This item consists of the construction of cement concrete curb and gutter in accordance with the requirements of Section 8-04. Measurement and payment shall be in accordance with Section 8-04. Bid Item 21: Final Restoration and Cleanup This item consists of all work necessary to restore areas affected by the project to at least as good a condition as existed before project construction, excluding restoration work covered under other bid items. All work needed for final cleanup is to also be included in this bid item. Sidewalk restoration shall be accomplished in accordance with the requirements of Section 8- 14. Landscape restoration shall be in accordance with the requirements of Section 9-14. Payment at the lump sum price shall be full compensation for completion of the work in accordance with the contract documents. 1-09.9 Payments 1-09.9(2) Retainage Section 1-09.9(2) is supplemented with the following: Upon completion of the project the retainage shall be returned to the Contractor when all of the following are satisfied: 1. The Contractor and each Subcontractor shall submit to the City of Renton, and to the Department of Labor and Industries,a "Statement of Intent to Pay Prevailing Wages." 2. Following the acceptance of the project, the Contractor and each Subcontractor shall submit to the City of Renton,and to the Department of Labor and Industries, an "Affidavit of Wages Paid." This affidavit certifies all prevailing wage requirements have been met. 3. The Contractor shall submit a "Request to Release" to the Department of Labor and Industries. That agency provides the form. 4. At least 30 days have elapsed since final acceptance of the project by the City of Renton at one of its regularly scheduled meetings. 5. The City Clerk must have received a "Release" for the project form the Department of Labor and Industries and a "Release" from the Department of Revenue. 6. The City Clerk must have received a letter from the Contractor, on the Contractor's letterhead, stating that all bills and wages have been paid on this project. TOBIN STREET/LAKE AVENUE STORM SYSTEM IMPROVEMENT PROJECT U:1996:65250:SPEC-BID:SPROV:SW Page 9 To: Mike Giseburt From: Scott Woodbury Date: 10/6/97 Pages: 11 Final Surface Water Utility Comments to the 60% Design GENERAL COMMENTS Scope of work Please review the following scope description which will be included in the Call for Bids form. The full and complete installation of facilities on SW 43rd Street as shown on the plans and described in the construction specifications, to include but not be limited to: installation of 1 or 2 large diameter manhole(s) and 65 linear feet of 54-inch reinforced concrete storm drainage piping, including connection to existing manhole or storm drainage main; installation of 3 new catch basins with open curb face frame and grates, including connection to existing catch basins or storm drainage piping; replacement of the frame and grate of 5 existing catch basins with new open curb face frame and grates. Work within SW 43rd Street will be limited to between the hours of 11 PM and 5 AM. Control density fill will be used for much of the trench backfill. Notice to proceed will be issued immediately upon contract execution. Bid items and updated cost estimate I have added some bid items and prepared a revised cost estimate (see attached). Please perform a detailed review of the selection of items, quantities, and costs. Although it has not been done yet, I think we should include a bid item for removing and replacing unsuitable foundation material using a per ton measurement. Pipe zone bedding should be made incidental to the pipe. Soils report Please have Hong West finalize their report after addressing the following comments and confirming if the change in alignment or planned use of CDF backfill affects their recommendations. Please ensure that Hong West's recommendations are reflected in the specifications, i.e. wet weather earthwork, etc. Page 5. Revise 2nd sentence of 2nd paragraph to read: "....SW 43rd Street to all or a portion of the through traffic until..." Page 6, 1 st bullet. How will the recommended loading values be affected if groundwater is not drawn down from outside sheet pile supported areas? Working days Maybe it would be advantageous to separate the curb inlet work and 54-inch trunk line work into separate schedules. We want both to be done in the minimum amount of time, but we do want the 54- inch pipe to be done first. Testing On the Tobin project we required the contractor perform the testing in accordance with the WSDOT Construction Manual. I want control of the testing so we will use the City's on-call test labs to do testing separate from the contractor. I would appreciate any suggestions you may have on test methods or test frequency. SPECIAL PROVISIONS A copy of the special provision included with the 60% design is attached with comments noted in the text. Other comments regarding the special provisions are noted following. Section 1-01.2(2). Include this addition using the Tobin Street project as a sample. Section 1-02.4(2). �� Add note about Hong West work and refer to report in bid package. // Section 1-07.1(1). Please include an addition as it appeared in the Tobin Street project. Section 1-07.15. Include note that a twp/ec plan is not required(see Tobin Street project for sample). We need to be clear that the contractor is expected to prevent street surface runoff from flowing into the work area. We may want to require the use of a presettling tank for sump pump discharges prior to release into the downstream system. We need to clarify with Hong West Section 1-08.1(3). Define the hours of work in this additional section. Section 1-09.3(1). Add a new section similar to as was done for the Tobin Street project. Please be very complete in your description of the bid items, noting items that are considered incidental where appropriate. Section 1-09.9(2). Please include an addition as it appeared in the Tobin Street project. Section 2-09. Please advise if you feel we should specify pay limits different that the WSDOT standard. Please show the pay limits for backfill in a trench detail on the plans. Section 8-22.2. Add thermoplastic material specification similar to the Tobin project. Section 7-04. Please specify use of Ethafoam HS 600 Plank foam board or equal for utility clearances less than 6-inches. Section 7-05.3(3)and 7-05.5. Please include an addition as it appeared in the Tobin Street project. COMMENTS SPECIFIC TO BID ITEMS Mobilization I think we should ask for a work plan and mobilization plan for this project under Mobilization as was done for the Tobin project. Traffic Control Please include in special provisions the requirement that the contractor keep Roger Steinert of WSDOT Construction Traffic Coordination advised at (206)440-4471 when traffic control changes will be in effect. The special provisions should be clear that the contractor may close the street during construction to all traffic except for emergency vehicles. A minimum 20-foot width must be maintained at all times for emergency vehicles. Please incorporate the comments from Karl Hamilton/Bryson Huie. No bid item for traffic loop replacement is needed with the alternative alignment. Shoring Use of a lump sum or square foot cost is acceptable(see Lee Haro's comments) 12-inch storm pipe I prefer using ductile iron rather than concrete for these shallow installations. Connection to Existing Manhole Please include a detail specification of how the 54-inch pipe will connect to the existing manhole. For example, note that the connection of the 54-inch pipe to the existing manhole must be made by using closely spaced drill holes around the circumference of the area of concrete to be removed. Rebar extending into the opening must be cutoff flush with the existing concrete and painted with an epoxy sealer. The contractor must notify the City inspector prior to the work to discuss methods and document the condition of the manhole. Any damage to the manhole must repaired to equal or better than the pre-damaged condition. ACP Trench Patching The asphalt overlay must overlap outside of the trench line per City standard detail H032A. All sawcutting outside of the trench required for the overlay is to be incidental to the trench patching bid item. Control Density Fill We need to note that the existing 36" storm pipe is to filled with CDF with payment under this item. Please include the City standard CDF specification. We can advise the contractor in the precon we may consider the "truck"mix if it is equivalent. Please be sure to note that no payment will be made for CDF quantities that are outside the pay limits. U:SW43RD.ST:SW DIVISION 2 EARTHWORK 2-09 STRUCTURE EXCAVATION 2-09.3 Construction Requirements 2-09.3(1)A Staking, Cross-Sectioning, and Inspecting Section 2.-09.3(1)A is deleted in its entirety. 2-09.3(3)D Shoring and Cofferdams Supplement Section 2-09.3(3)D with the following: Excavation support shall be designed by CONTRACTOR as required by site geotechnical conditions. Excavation support plan shall includ�staallSion sequencing. The CONTRACTOR shall submit an %Afi n/shoring plan designed, signed and stamped by a Washington State professional GIN to the ENGINEER. All cribbing, sheeting and shoring shall meet the requiremen s of W.A.C. 296-155. The ENGINEER shall review the submittal solely to determine if it has been signed and stamped by a professional ENGINEER. The ENGINEER will not review the design for its adequacy. The design of any cribbing, sheeting or shoring is the sole responsibility of the CONTRACTOR. 03 22 724 „St�kflrlOr 2-09.3(1)E Backfilling Revise and Supplement S ctio 2-09.3(1)E with the following: �egF►r c.DF� Structural backfill ma vial that is placed in the traveled way (curb face to curb ace) shall be controlled density fill. i,,Ie5� �d'keti'w�5-c �rn �/ �j i^'��- d Structural backfill s a e rave Backfill for Foundations Class A per Section 9-03.12(1)A or 2'/z-inch minus well graded crushed rock. Structural fill shall be placed in uniform layers and compacted to a dense and unyielding condition and to at least 95 percent of Modified Proctor maximum dry density per ASTM D 1557. If large plate compactors attached to a backhoe (i.e., hoe pacs) are used, the thickness of the soil layers shall not exceed 8 inches. If hand-operated mechanical compactors are used, the soil layers shall not exceed 4 inches. The specifications for Controlled Density Fill in the fourth paragraph are revised to read: `/ Ingredients Amount per Cu. Yd. t h O Portland Cement 50 lb. a� T. Fine Aggregates Class 1 or 2 3000 lb. (3500 lb. if fly ash Class C is used.) G*f S Air Entrainment Admixture Per Manufacturer's recommendations USA CGS-, Fly Ash Class F or 300 lb. 5aPP ' Fly Ash Class C 150 lb. pI Water y 300 lb. (maximum) X0011592.100/DinFr/9/15/97 2-1 DIVISION 2- EARTHWORK 2-09.4 Measurement Revise and Supplement Section 2-09.4 with the following: ner ture Excavati- il1 k n specifi u of meas re fo tructure�ca�and Shoring There will be no specific unit of measure for shoring. �� 2 1'01,•�G� Pam` J¢S�rY�'� ��° 2-09.5 Payment 5,�� �nn�/ �^ 7,, 4- r Revise and Supplement Section 2-09.5 with the following: /°`5 I u CVncreteo ,,n( on r replacing or- construction of surfa ' g, including, pave nt (asphalt concr to or , de alk, curb and utter, driveways, Ian caping, striping, pa ement markers n ote eat es which are thin the limns of structure excavation or aged as a r suloRA OR's operation shall be c nsidered t s included n the pri e paid for s facered no dditio al paymen will be llowed the fore. P1 be ma e in ccordance w' ction 1-04.', fo a of the followi bid ite s that arin the c tr t: rf ce oration, Lu um. "Shoring," per lump sum. Payment for shoring shall be divided evenly over the course 61F the excavation operation. 2- 0 DITCH AND CHAN EL EXCAVATION 2-1 .4 Measurement Re ise and supplement Section 2-10.4 ith the following:,; / The e will be no specific unit of measu e for Ditch and Channel Excavation. Iv- � 2-10. Paymentf Revis and supplement Section 2-10.5 wi the folio ing: U Compe ation for itch and channel exca tion all be considered asLcluded e price paid for p' e and o additional payment will be allowed therefore. X0011592.100/DrtAFT/9/15/97 2-2 DIVISION 2 - EARTHWORK DIVISION 5 SURFACE TREATMENTS AND PAVEMENTS 5-04 ASPHALT CONCRETE PAVEMENT 5-04.3 Construction Requirements 5-04.3(5)A Preparation of Existing Surfaces Supplement Section 5-04.3(5)A with the following: rn Pavement areas that have been undermined by trenching or subsurface excavation shall be removed and reconstructed at the CONTRACTOR's expense. Pavement areas damaged by construction activities shall also be removed and reconstructed at the CONTRACTOR's expense. Evidence of damage such as surface cracking, ponding, or other variations in surface consistency [shall be investigated by the CONTRACTOR, brought to the ENGINEER'S attention and repaired to the satisfaction of the ENGINEER. 'tom o� V' ',0Ik dv S 5-04.3(10) Compaction 5-0 .3(10)B Control The fourth se e ce of the firstXaragrap is revised read: The speci ed lev of densi attained ill be etermined b the statisti 1 evalua ion of five nucl ar nsity ga e tests aken in acco dan with WSDOT est Me od 715 on he day the mix i aced (afte comp etion of the finish rolling) at locatio ermined by th strati d random sampling pro ed re conforming to WSDOT Test Method 716 within each density ot. 5- 4.3(13) Surface Smoothness T e se nd s ntence f Sec ion 5-04.3(13) is revised to read as fo T e mplete s face of t e weari course hall not v more than '/4 inch fro e lower e of a 10-foot straightedg plac d on the surf e pa lel to centerline. 27- 5-04.3(Xf) Utility Adjustment (New Section) Manhole covers, valve covers, survey markers, catch basin grates, and other existing surface features shall be adjusted to match the finish grade of the asphalt patch. 4V <,c"Ie sJm� �f +. /"5, q 5-04.4 Measurement Replace Section 5-04.4 with the following: \e � Th ci r e 5-04.5 Payment Replace Section 5-04.5 with the following: X0011592.100/DRAFT/9/15/97 5-1 DIVISION 5 - SURFACE TREATMENTS AND PAVEMENTS o �nsationhalt concrete s a bein luded in the contract prices pai ther related item 5- TEMPORARY PAVEMENT (New Section) 5-06.1 Description The CONT TOR may use temporary pavement to allow vehi ar traffic to travel over the construction areas. Temporary pavement shall be placed aro trench plates or other devices used to cover constru ion activities in a manner that prov' es a smooth transition between the surfaces. , 5-06.2 Materials (New ction) i Materials shall meet the requirement f the f0j,10/wing section: Aggregates 9-0 . The composition of other components the t porary asphalt pavement shall be determined by the CONTRACTOR to provide the itable for the intended application. The CONTRACTOR shall not use materials that are a sa ty hazard. Temporary pavement material that does not form a co olidated surface after compaction shall be considered unsuitable an removed. 5-06.3 Constru ion Requirements (New Section) The roadway subs face shall be prepared for the tempo pavement as defined in Section 2-06. Pa ement areas greater than 10 square feet s 11 be roller compacted to consolidate the t mporary pavement. The completed pavement sha be free from ridges, ruts, bumps, depres 'ons or other irregularities. The CONT CTOR shall immediately repair, patch, or remove any to orary pavement that does not provide a smooth transition between existing pavement areas. All to porary asphalt pavement shall be removed from the site by the end of the project and shall of be used as permanent asphalt pavement to its subgrade material. Nun- a5 � 'I DIVISION 5-SURFACE TREATMENTS 5-2 XOO11592.1oo/DRAF-r/9/15/97 AND PAVEMENTS DIVISION 7 DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS 7-04 STORM SEWERS 7-04.4 easurement Revise Section 7- 4 with the following: N K� There will be no speci i unit of measure for testing. 's �' '�y P 7-04.5 Payment �V da��r Replace Section 7-04.5 with the fo wi Compensation for structure excav o , haul, disposal, structure backfill, and testing shall be considered as included in the ce paid r pipe and no additional payment will be allowed therefor. Payment will be made i ccordance with Section 04.1, for each of the following bid items that are included in the co tract: Class V Reinfor d Concrete Pipe 54-Inch Diameter, Per Li ar Foot. Class V Rei orced Concrete Pipe 48-Inch Diameter, Per Linear ot. Class V einforced Concrete Pipe 12-Inch Diameter, Per Linear Foot. 7-05 MANHOLES, INLETS, AND CATCH BASINS 7-05.3(1) Adjusting Manholes and Catch Basins to Grade Supplement Section 7-05.3(1) with the following: Manhole adjustment in paved areas will be 12 in. maximum and in unpaved areas will be 20 in. maximum. 7-05.3(5) Manhole Steps (New Section) ( Manhole Steps shall be as follows: GG'�S (r 1. Steps shall be steel reinforced copolymer polypropylene plastic.�n .r @� R or 2. Conform to applicable requirements of ASTM C478 and as sKiown on the Standard`' ( '� efaults. , 3. Conform to OSHA. 4. Designed so that foot cannot slide off the ends. 5. Spaced at 12 inches. 6. Project uniformly inside wall. X1159122.100/DPAFr/9/15/97 7-1 DIVISION 7-DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS 7. Minimum total cross-sectional area of the exposed portion of the step, including the `/2-inch deformed reinforcing steel bar, and excluding the non-slip tread surface, shall be one square inch. 8. Entire polypropylene plastic material surrounding the reinforcing steel bar shall be cast monolithically, minimum cover shall be 3/16-inch. 9. Certification of compliance with the requirements of these specification, prepared by an independent certified laboratory, shall be submitted concurrently with the request for approval to the ENGINEER. 10. Design utilizing other materials or shapes that conform to the requirements of this specification may be used upon written approval of the ENGINEER. 11. Step dimensions and pattern shall conform to the Standard Details. 12. Steps shall be installed in accordance with the approved manufacturer's recommended procedure. However, if tapered steps are installed into straight-drilled, or formed holes, approved non-shrink grout shall be injected into the hole prior to installation of the steps. � fik For all drilled installations, the holes shall be straight, parallel and to manufacturer's recommended dimensions. Ladders: Base sections of precast manholes may be provided with a ladder made of the same material as the steps. Ladder shall be adjusted so that it is in line with manhole � 1P �•steps above and extends out the same distance from the wall as the steps above. 7-05.3(6) Manhole Bases (New Section) Furnish pre-channeled manholes in accordance with the provisions of Section 7-05 of the Standard Specifications and with the City Standard Plan. 0 t� Cast-in-place manhole bases shall be constructed as follows: 1. At least 6 inches in thickness. 2. Extend at least 6 inches radially outside of the manhole wall. �� ��►�'` �� 3. Concrete shall have a minimum of 4000 psi 28-day compression strength. r� 4. Place first precast section on the cast-in-place base structure before the base has taken initial set and adjust to true grade and alignment with all inlet pipes installed so as to form an integral, watertight unit, or mortar the section into a groove provided in the top of the cast-in-place base. 5. The first section s Il be uniformly supported by the base concrete and shall not bear directly on any f the pipes. 7-05. easure nt Revise an plement Section 7-05.4 with the following: Manholes w 11 be asured per each. Catch bas* s will be me ured per each. XI 159122.100/DRAFT/9/15/97 7-2 DIVISION 7 -DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS CJ` kq, E 5k-'t There will be o specific unit of measure fo onnection to structures. 7-05.5 ayment Replace Section 7-05.5 with the fo owing: Compensation r structure xcavation, haul, disposal, structure backfill, onnection to structures, and a 'ustment o grade shall be considered as included in the p ices paid for manholes and catc basin and no additional payment will be allowed therefor. Payment will be ma e 'n accordance with Section 1-04.1, for each of the followin bid items that are included in the c tract: Manhole 108-Inc Di eter, Type III, per each Catch Basin Ty e I-A, p r each. Catch Basin ype I-B, pe each. Catch Basi Type I-C, per ch. N E1-is./1� Nw„ ,atej o Se The CONTRACTOR shall field locate, verify the size and invert elevation of existing pipes prior to construction (i.e. first order of work at the start of construction). The CONTRACTOR shall also provide and install an approved adapter coupling as required to make a proper connection. i i 7-08.4 Measur ent Revise and Supplement S ction -08.4 with the fol wing: There will be no specific un f measure for grave backfill. 7-08.5 Payment Compensation for gray 1 backfill sh 11 be included in the contract prices paid for other related items of work and no dditional paym t will be al owed therefor. Pv" 7 X1159122.100/DRAFTT/9/15/97 7-3 DIVISION 7-DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS DIVISION 9 MATERIALS 9-01 PORTLAND CEMENT 9-01.3 Tests and Acceptance The references to "Mill Test Report" in the first paragraph of Section 9-01.3 are revised to read "Mill Test Report Number". 9-03 AGGREGATES 9-03.12(1) Gravel Backfill for Foundations 9-03.12(1)A Class A Supplement Section 9-03.12(1)A with the following: The Gravel Backfill for Foundations shall have no more than 5 percent fines (percent by weight of soils fraction passing the No. 200 sieve during wet sieving) and shall have a maximum particle size of 3 inches. The fines shall be nonplastic, and moisture content shall not be more than 2 percent above or 3 percent below optimum for compaction. The CONTRACTOR shall submit certification for Gravel Backfill for Foundations, Class A stating: conformity with these specifications, source of material, sieve analysis, and identity of testing agency. The submittal shall be made to the ENGINEER prior to placement. 9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS 9-05.15(1) Manhole Ring and Cover Add the following paragraph to Section 9-05.15(1): All rings and covers for sewer manholes shall be bolt-down-locking type with nonskid pattern. Covers shall have three inch raised letters indicating "STORM OR SANITARY SEWER" (as applicable) which shall not rise higher than the skid pattern. 9-06.5(5) Bolt, Nut, and Washer Specifications The ASTM Specification for "Washers - High Strength Bolts" is revised to read "F 436". X1159122.100/DRAFr/9/15/97 9-1 DIVISION 9- MATERIALS Project Title SW 43RD STREET DRAINAGE IMPROVEMENT PROJECT City of Renton Contr. Name ~ BID DATE: DATE Engineers Estimate Item Unit Est. Unit Bid Unit Bid Unit Bid No. Description Quantity Price Amount Price Amount Price Amount 1 Mobilization Lump Sum 1 10,000.00 10,000.00 0.00 0.00 0.00 Traffic Control Lump Sum 1 8,000.00 8,000.00 0.00 0.00 0.00 .3'y Contractor Supplied Surveying Lump Sum 1 2,000.00 2,000.00 0.00 0.00 0.00 A(e Sawcut and Remove Existing Cement Concrete Panel Cubic Feet 300 1,200.00 2,400.00 0.00 0.00 0.00 5 Shoring or Extra Excavation, Class B k- Lump Sum 1 4,000.00 4,000.00 0.00 0.00 0.00 , -7 Temp. Support and Reinstall Traffic Signal/Lighting Co Lump Sum 1 2,000.00 2,000.00 0.00 0.00 0.00 ,78 54-inch Concrete Pipe Linear Foot 65 320.00 20,800.00 0.00 0.00 0.00 , ,-1 12-inch Ductile Iron Pipe Linear Foot 8 40.00 320.00 0.00 0.00 0.00 jg'',� 108-inch Type III Manhole Each 1 18,000.00 18,000.00 0.00 0.00 0.00 1,0 Replace Existing Catch Basin with Type I Catch Basin Each -_1 1,500.00 1,500.00 0.00 0.00 0.00 11. Install New Type I Catch Basin Each LZ 10.00 3,000.00 0.00 0.00 0.00 J'J3 Replace Ex. Frame/Grate w/New Open Curb Frame/G Each 5 750.00 3,750.00 0.00 0.00 0.00 13/1f Connection to Existing Catch Basin Each Z 500.00 1,000.00 0.00 0.00 0.00 /544- -Con estlorr-ta-Ecist� a+e Each 1 4,000.00 4,000.00 0.00 0.00 0.00 Control Density Fill Cubic Yard 200 50.00 10,000.00 0.00 0.00 0.00 16/0 ACP Trench Patch Ton 60 100.00 6,000.00 0.00 0.00 0.00 04( PPavement Marking Lump Sum 1 1,000.00 1,000.00 0.00 0.00 0.00 W-1 Final Restoration and Cleanup Lump Sum 1 1,000.00 1,000.00 0.00 0.00 0.00 98,770.00 0.00 0.00 8.6 Tax 8,494.22 0.00 0.00 Total 107,264.22 0.00 0.00 City of Renton SW 43rd Street Drainage Improvement Project Invoice No. 19146 Invoice Period: August 1 - 31, 1997 Incremental Billing: 2 City of Renton Contract No: CAG-97-054 R.W. Beck Totals Cost Account Task No. and Description Original Previously Current Total Balance Percent Estimate Invoiced Invoice Invoiced Remaining Complete 12-00381-10000-0001 Data Collection/Develop Base Map 3,256 0.00 3,487.41 3,487.41 -231.41 100% 12-00381-10000-0002 Geotechnical Investigation 4,129 455.38 8.31 463.69 3,665.31 11% 12-00381-10000-0003 Capacity Analysis&Traffic Control Plan 3,451 0.00 659.24 659.24 2,791.76 17% 12-00381-10000-0004 Plans,Specifications&Estimate 15,169 0.00 718.06 718.06 14,450.94 4% 12-00381-10000-0005 Project Management 3,067 619.51 521.58 1,141.09 1,925.91 36% 12-00381-10000-0006 Applied Professional Services 33(c d 0.00 418.74 418.74 t4+8-T$ 'j/7.2 0% Total 2%WT 1,074.89 5,813.34 6,888.23 ,22;%377 22% 3 6,yob $ 2-3,P1,77 L-e c �F �'�/Q/97. Sce Cuv TRANSMITTAL MEMO # of Pam Z n, FROM W coMPMtr PHONE nx x FAX• �)-Q q�ol /�JItS S�wrt u1- �.i4I/e /r/✓��CeQ_ / {eApe/1 AV 71960OZ �l5 g/3.i SEPTEMBER 19, 1997 INVOICE NO. 19146 _ ME PROJECT NO. 12-00381-10000 CITY OF RENTON GREGG ZIMMERMAN, UTILITY SYSTEMS -DIVISIO DEPARTMENT OF PUBLIC WORKS 200 MILL AVENUE SOUTH RENTON, WA 98055 PROFESSIONAL SERVICES FOR THE PERIOD ENDING AUGUST 31, 1997 ----------------------------------------------------------- SW 43RD STREET DRNG IMPRVMT PROJ/RENTON CAG-97-054 SERVICES EXPENSES TOTAL TASK: 0001 DATA COLLECTION/DEVELOP BASE MAP 3, 504.19 • 210.23 3, 714.42 TASK: 0002 GEOTECHNICAL INVESTIGATION 7.50 7.50 TASK: 0003 CAPACITY ANLAYSIS & TRAFFIC CONTROL PLAN 571.40 23 .50 594.90 TASK: 0004 PLANS, SPECIFICATIONS & ESTIMATE 617. 98 30.00 647. 98 TASK: 0005 PROJECT MANAGEMENT 451.11 19.57 470.68 TASK: 0006 APPLIED PROFESSIONAL SERVICES 359.11 18.75 377.86 C hid TOTAL THIS INVOICE 5, 503 . 79 309.55 5, 813.34 TERMS: INVOICES DUE ON RECEIPT. INTEREST CHARGED ON PAST DUE AMOUNTS_ 1001 FOURTH AVENUE, SUITE 2500 SEATTLE, WA 98154-1004 PHONE (206) 695-4700 90�1ti -q 7 RENTON PLANNING/BUILDING/PUBLIC WORKS DEPARTME UTILITY SYSTEMS DIVISION DESIGN REVIEW Project: SW 43rd Street Drainage Improvements Review Type: 60% Design Project Manager: Scott Woodbury Phone #: (425) 277-5547 200 Mill Avenue S., 4th Floor Renton, WA 98055 Reviewer: `-royi/k ForrCy -- Transportation Design Parks Transportation Operations Fire Transportation Planning Police Waste Water Utility Puget Sound Energy Water Utility City of Kent Street Maintenance U.S. West Waste Water Maintenance TCI Cable Planning and Technical Services King County (Metro) Development Planning City of Tukwila Plan Review WSDOT PLEASE REVIEW AND RETURN THIS FORM WITH YOUR COMMENTS TO THE PROJECT MANAGER BY: September 26, 1997 Reviewer check appropriate space(s): No comment Reviewed by: See comments below Date Reviewed: See comments attached See comments on Plans Approved by: See comments on Specs Date approved: Comments: MWEST Ken Stoner U S WEST Communications,Inc. 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"....... • 0 E Ic 6.5t IE IN 12.03 tE: «. f IE OUT 12,03i' jl— q .'�trrw.` i:... `r,,... `:......:.................j......... 00 I I r $! 112" WATER (4C.; PJ � \ -r�*r.r..,, ,I ,.•:::ova . tl,l .� 1 i ! I 1 A OI ! n ,:n3'�h:";: l i 1 :h� ` l: y i 1 /'�'.,•,I •r�. `<•.,,/�f + ' 1 16" GAS ;\ - �? i t i 4 f, j .f .. ?. t 3 0 MH 2 TYPE 3 108" a r � j ''• i jib ; i _......- STA 1+31.44 € RIM 24.1t MATCH EXIST GRADE CONNECT TO EX 54" RCP SD (E,W) \; " €+ rj I j zcl� '; ;p ' IE IN 11.54 EX 54" (E) ' '� 1Irkt�,c� IE OUT 22.27 NEW 54" N) T,' ^�' i ;;;:� iy �<�'l� ::1 i��, ��N ; �,• 1��,`{� IE OUT 11.54 EX 54" (WS 77 [�r'''• a Z. �4 iN O 3 �t 1 W € to MO ( N o i -4z $ ( > rm ll o 80 .. ar + 1 $ io N ............................-..........,..............-.«.....,....... ✓% �jl 3 C' ' } 0 .......................................................w.l?�............._i.�:._..._....................tit:..;.. 4 'i 8.,.� i.d' T"v gf�„£"PS.3&„. 1S p ..........e.......................o....... ' EX MH B I x- .......1�{ .. !... ...i +..>.......................................Er:."e` EX 96" DIAM MH o : o E :............................ SD STA 0+00 _ En RIM 22.4t ................. �.:::.......{ ....... .� ............................. II i IE OUT 13.75 EX 48" CONC W i +.......... "- I 1"• IE IN 13.75 EX 36" CONC E i y° -�f t I �o n I I IE IN 15.61 EX 24" CONC (U) ABAND 'r' (( t' v IE IN 13.75 NEW 48" RCP E -...... CONNECT TO EX MH WATERLINE'TO r a I BE RELOCATED MH 3 =I �Ij" r o TE TYPE 3 108" DIAM MH ................... ... Fn 9Y OTHERS i STA M 2+78 —........... > : Z ............ .o....... o.. ..........i.... RI 2. t MATCH EXIST GRADE 0 IE OUT 13.81 NEW 48 RCP (W) I ;' ! `: cn j� IE IN 13.81t EX 36" RCP ^' i _ N - CONNECT TO EX PD ` € ? > ! J It IN 15.2 NEW 48" RCP $ 1€+: ! o t' I I + I f (( m ff o n€ I STA 0+58 �; cr a N, D IE 15.5 , Crap D D �;..� •o :.:i:::. ! ` Err m Fn m ( 1 D !.. m o 4 Aor mo VI .p v O PA MVx—I� ! rnZZM I j s (i o X• > ��p o Z o C� >�_ C N N r- A� frT•II D ?m o $ XA M RENTON PLANNING/BUILDING/PUBLIC WORKS DEPARTMENT UTILITY SYSTEMS DIVISION DESIGN REVIEW Project: SW 43rd Street Drainage Improvements Review Type: 60% Design Project Manager: Scott Woodbury Phone #: (425) 277-5547 200 Mill Avenue S., 4th Floor Renton, WA 98055 Reviewer: + ' DOuv Transportation Design Parks Transportation Operations Fire Transportation Planning Police Waste Water Utility Puget Sound Energy Water Utility City of Kent Street Maintenance U.S. West Waste Water Maintenance TCI Cable Planning and Technical Services King County (Metro) Development Planning City of Tukwila Plan Review WSDOT PLEASE REVIEW AND RETURN THIS FORM WITH YOUR COMMENTS TO THE PROJECT MANAGER BY: September 26, 1997 Reviewer check appropriate space(s): No comment Reviewed by: See comments below Date Reviewed: See comments attached See comments on Plans Approved by: See comments on Specs Date approved: Comments: CONTcdC a CbQltOlNla'116 tu'M CiT( of kfas'( IOp Rabcme Oj of 10�talPT( U1ft- '1W Ll N 0 AA SU) 'Iy ur4-4,- Coufu eS LM-m nl EvJ 4 8" m y h t,i r4 6 h PE irsr► oy -" wp-c6, u*6 K" dE gaumho yuE oetm ove-p- q K-15�V-A — U�`uti fro! �• �l o ucint G UrtU.- (�� C-�UEQ - o�✓ a ,AFF: PLcr MTV PLor sohm PAPq SPIEL• sue JOa NO. a: :.A\RA006001 9-15-97 O 14:48 PPP-SS-TTTT CITY OF RENTON � DATUM Planning/Bulldfnq/Public Works Dept. N0. REVISION BY DATE APPR •^� �c•�a�w>' Gregg Zimmerman P.E.• Administrator Uti }1 l t I jj A t : ....................................•-.-.«... R....... `1..\...................... ... i 1 : �, �, , \.y .. ....... >EX MH NO A .. .......:: - .................. c EX 96" DIAM MH _.. + SD STA 0+00 ` .\\. ».-o.._............ ' gRIM 23.37 I. :'s 'l ) ........... ::....... .:....... to l IE OUT 11.88 EX 54" CONC (N) i '�; ;• `/� 1 II cr I IE IN 11.88 EX 36' CONC((SW) v D � $$ as o j P p IE IN 11.88 NEW 54" SD E " I � i" CONNECT TO EX MH ? j m '( P ;�, 'I Q KSDA E ,A UE SW .........................................................»........ �i 1 , :: ::...�. .............. .,,1.! --1 D: z Z NI is a m rrl> 1 .............. ..... ...7................................... - i— .Z7 :v N / iY +Z. 5.`...•• m� N.. ... 71: Fri __._...._.,,, ' TYPE 3 108 ; a € G• Z s n .__. .,.,. _ _E w STA 0+50.89 /`' x 116 0 n i �... / 1 I RIM 23. t ., Z I I 36" SS 3 MATCH EXIST GRADE ,,� ;.: �;:,.. ��,-«� '•�• IE 6.5t IE O 12. �' — v 3 -- ` IE OUT 12.03 ur 3» ° a«.� ........................ PJ 00 8 a i 12 WATER sf/ 'J.r"ii r. ,t .......m I 4. max•.. � ) el C. + i ` �+ .i �„I�., 'iD".' '�•� � icy-L .t""`s,, I 116" GAS ( TYPE 3 108" o f N; / I STA 1+31.44 x RIM 24.1f MATCH EXIST GRADE *�- CONNECT TO EX 54" RCP SD (E,W) '~ +: ,.) zd> it e IE IN 11.54 EX 54" E €f u r.s ^ IE OUT 22.27 NEW 54 N) f y ; 3 :;t ";Ni;! > IE OUT 11.54 EX 54" A z: `• m w is m.M j o' O T n E 1 w N +x, W X o -� p yz <� Z D im �n s c -1 I o =o - IJ ri I m.E i 1` CJt :•• TH AVENUES h, � _..__........•.•..•. ....:........ i�.. gg }} gg^^y� __..........................»..,..................... Ir+ ............................. EX MH B -< AVENUE g o : t.................................. .......... T : l.. ...xg .... •. t.e....................... ..........d....a':..q EX 96" DIAMT. u..._ ............... v.. t a.......... T SD STA O+OOMH K y.::::::. :: :::: `... rw •::::-was::• IV ............................... •'t'�n:�' t i N o I RIM 22.4t •-54........... li::........�...... aK`6 t�. . /• �i I IE IN 13.75 EX 36"BCONC IE C J -10 A I IE IN 15.61 EX 24" CONC ABANDIE IN 13.75 NEW 48" RCP �SE�) E) { CONNECT TO EX MH WATERLINE: MH 3 ' Q BE RELOCATED —t—� do r I E TYPE 3 108" DIAM MH `..................._ a 9Y OTHER$ ..0; I [ IS •' ; STA 0+28 Z �� RI 2. t MATCH EXIST GRADE p, p .................:................. O .....�.......... . .. .... IE OUT 13.81 NEW RCP P (W) I \ 3 i ... ...1.... 3 W 48" R + tn; IE IN 13.81t EX 36" ^) I to 4. N L CONNECT TO EX oo m 'i i - N w IE IN 15.2 NEW 48" RCP o : A t + ao n I STA 0+58 iI •F ..: I 1 IE 15.5 r ©' v •�'"" rrTT�k c v '••~n 4' ' Ij mm Z� X ✓� I ' j{• I:-,S� I i r�•• cC Z O m�0 I N � 6•>I: 7 N �Xrrl Z z-1 0 m 1 t N 1-4 u• n' = moo { � i N Y cr No (7 ; x to m_ Z A o A > a j � � D o $ ;D0 v) tv 00 RENTON PLANNING/BUILDING/PUBLIC WORKS DEPARTMENT R E C E v E p UTILITY SYSTEMS DIVISION SEP 2 2 1997 DESIGN REVIEW J""Cs' Project: SW 43rd Street Drainage Improvements Review Type: 60% Design Project Manager: Scott Woodbury Phone #: (425) 277-5547 200 Mill Avenue S., 4th Floor Renton, WA 98055 Reviewer: �i v�v.•rr� Transportation Design Parks Transportation Operations Fire Transportation Planning . ; ,,, Police Waste Water Utility - M a i r` 5 11 Puget Sound Energy Water Utility �`°"� �V V City of Kent Street Maintenance U.S. West Waste Water Maintenance Q A- TCI Cable Planning and Technical Services King County (Metro) Development Planning City of Tukwila Plan Review �F [,.. (}f��` WSDOT ,� neer�ng PLEASE REVIEW AND RETURN THIS FORM WITH YOUR COMMENTS TO THE PROJECT MANAGER BY: September 26, 1997 Reviewer check appropriate space(s): No comment Reviewed by See comments below Date Reviewed: Z _--6 -7 See comments attached See comments on Plans Approved by: See comments on Specs Date approved: Comments: U/ / zi Y RENTON PLANNING/BUILDING/PUBLIC WORKS DEPARTMENT UTILITY SYSTEMS DIVISION DESIGN REVIEW Project: SW 43rd Street Drainage Improvements Review Type: 60% Design Project Manager: Scott Woodbury Phone #: (425) 277-5547 200 Mill Avenue S., 4th Floor Renton, WA 98055 Reviewer: Transportation Design Parks Transportation Operations Fire Transportation Planning t/ Police Waste Water Utility Puget Sound Energy Water Utility City of Kent Street Maintenance U.S. West Waste Water Maintenance TCI Cable Planning and Technical Services King County (Metro) Development Planning City of Tukwila Plan Review WSDOT PLEASE REVIEW AND RETURN THIS FORM WITH YOUR COMMENTS TO THE PROJECT MANAGER BY: September 26, 1997 Reviewer check appropriate space(s): No comment Reviewed by: ( &�/l - of- 4 1 See comments below Date Reviewed: See comments attached See comments on Plans Approved by: See comments on Specs Date approved: Comments: . PLANNING/ BUILDING/ PUBLIC WORKS DEPARTMENT MUNICIPAL BUILDING 200 MILL AVE. SO. RENTON, WASH. 98055 UTILITY SYSTEMS DIVISION - 235-2631 NT TRANSPORTATION SYSTEMS DIVISION - 235-2620 TO: Kc: !l- DATE: JOB NO. : _w RE: ATTN: GENTLEMEN: WE ARE SENDING YOU ATTACHED ❑ UNDER SEPARATE COVER VIA THE FOLLOWING ITEMS: o SHOP DRAWINGS o PRINTS ❑ REPRODUCIBLE PLANS o SPECIFICATIONS ❑ COPY OF LETTER ❑ COPIES DATE NUMBER / DESCRIPTION AND REMARKS L1(4^fd Farb► of r n I�r CG e THESE ARE TRANSMITTED AS CHECKED BELOW: FO OR APPROVAL o APPROVED AS SUBMITTED ❑ RESUBMIT COPIES FOR APPROVAL OR 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 TITLE IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE ECEIVE RENTON PLANNING/BUILDING/PUBLIC WORKS DEPARTMENT ~7 UTILITY SYSTEMS DIVISION Transportation Systems D,v. DESIGN REVIEW Project: SW 43rd Street Drainage Improvements Review Type: 60% Design Project Manager: Scott Woodbury Phone #: (425) 277-5547 200 Mill Avenue S., 4th Floor Renton, WA 98055 Reviewer: Transportation Design Parks Transportation Operations Fire Transportation Planning Police Waste Water Utility Puget Sound Energy Water Utility City of Kent Street Maintenance U.S. West Waste Water Maintenance TCI Cable Planning and Technical Services King County (Metro) Development Planning City of Tukwila Plan Review WSDOT PLEASE REVIEW AND RETURN THIS FORM WITH YOUR COMMENTS TO THE PROJECT MANAGER BY: September 26, 1997 Reviewer check appropriate space(s): No comment Reviewed by: See comments below Date Reviewed: See comments attached See comments on Plans Approved by: See comments on Specs Date approved: Comments: -Fd D r- .�c. RENTON PLANNING/BUILDING/PUBLIC WORKS DEPARTMENT RECEIV L� UTILITY SYSTEMS DIVISION 1997 DESIGN REVIEW Transportation Systems D'v. Project: SW 43rd Street Drainage Improvements Review Type: 60% Design Project Manager: Scott Woodbury Phone #: (425) 277-5547 200 Mill Avenue S., 4th Floor Renton, WA 98055 Reviewer: ,,,, Transportation Design Parks Transportation Operations Fire Transportation Planning Police Waste Water Utility Puget Sound Energy Water Utility City of Kent Street Maintenance U.S. West Waste Water Maintenance TCI Cable Planning and Technical Services King County (Metro) Development Planning City of Tukwila Plan Review WSDOT PLEASE REVIEW AND RETURN THIS FORM WITH YOUR COMMENTS TO THE PROJECT MANAGER BY: September 26, 1997 Reviewer check appropriate space(s): No comment Reviewed by: sY.'4 See comments below Date Reviewed: zz, q 7 See comments attached See comments on Plans Approved by: See comments on Specs Date approved/u Comments: ' GN�a��iz�rco.Jr P�yc+ r) M w�,6s six%o E A 3/D IMW, -Me, Ttm:F` C-0,4i at- I rekl de To sta-' MA.'KiNGS 7y 85 ZeoAcs.1 C42J4'YL�,e- SNa✓c-o ,,ycloak 4 Luc a fN TIC-Af? C S/6-i4t- 40.p.k 9110- Ta lac, o'J Cats.. /N CA-W !Fr/ML COa1ix/f3 DHstiAdr» A/Ct;pS 'L (SL'' Il Fad Th/r �-tic S/GSA(. n '04r a-.J L-c ps 7y VkR'V Rw s salt( 1 S 4udr we f Rh- Q d! sf71i a�' lC tit �� ?M ��✓r� ,- f',t v..-o-L. k wr-s Tlx z WA,c� 'x G Pra1 C)4 ,�,. Nun +0 4PIL A-Ithti k +tV- A66 0 .4 Fq s ,rP i5 � �,,,„ �-c✓�t UN rout- P RENTON PLANNINGBUILDING/PUBLIC WORKS DEPARTMENT UTILITY SYSTEMS DIVISION DESIGN REVIEW Project: SW 43rd Street Drainage Improvements Review Type: 60% Design Project Manager: Scott Woodbury Phone #: (425) 277-5547 200 Mill Avenue S., 4th Floor Renton, WA 98055 Reviewer: Transportation Design Parks Transportation Operations Fire Transportation Planning Police Waste Water Utility Puget Sound Energy Water Utility City of Kent Street Maintenance U.S. West Waste Water Maintenance TCI Cable Planning and Technical Services King County (Metro) Development Planning City of Tukwila Plan Review WSDOT PLEASE REVIEW AND RETURN THIS FORM WITH YOUR COMMENTS TO THE PROJECT MANAGER BY: September 26, 1997 Reviewer check appropriate space(s): No comment Reviewed by: A�W4 See comments below Date Reviewed: See comments attached )C See comments on Plans Approved by: See comments on Specs Date approved: Comments: 77" i d TfD � 4XJ1 RENTON PLANNING/BUILDING/PUBLIC WORKS DEPARTMENT UTILITY SYSTEMS DIVISION DESIGN REVIEW Project: SW 43rd Street Drainage Improvements Review Type: 60% Design Project Manager: Scott Woodbury Phone #: (425) 277-5547 200 Mill Avenue S., 4th Floor Renton, WA 98055 Reviewer: p,l kz /(�G' " , Transportation Design Parks Transportation Operations Fire Transportation Planning Police Waste Water Utility Puget Sound Energy Water Utility City of Kent Street Maintenance U.S. West Waste Water Maintenance TCI Cable Planning and Technical Services King County (Metro) Development Planning City of Tukwila Plan Review WSDOT PLEASE REVIEW AND RETURN THIS FORM WITH YOUR COMMENTS TO THE PROJECT MANAGER BY: September 26, 1997 Reviewer check appropriate space(s): 9 f c J ✓ No comment Reviewed by: See comments below Date Reviewed: See comments attached See comments on Plans Approved by: See comments on Specs Date approved: Comments: RENTON PLANNINGBUILDING/PUBLIC WORKS DEPARTMENT UTILITY SYSTEMS DIVISION DESIGN REVIEW Project: SW 43rd Street Drainage Improvements Review Type: 60% Design Project Manager: Scott Woodbury Phone #: (425) 277-5547 200 Mill Avenue S., 4th Floor Renton, WA 98055 Reviewer: P �l,,c Transportation Design � Parks Transportation Operations Fire Transportation Planning Police Waste Water Utility Puget Sound Energy Water Utility City of Kent Street Maintenance U.S. West Waste Water Maintenance { TCI Cable Planning and Technical Services P 2 3 1997 King County (Metro) Development Planning City of Tukwila Plan Review Ci y CF RIL7-NTGN WSDOT Engineering Dept. PLEASE REVIEW AND RETURN THIS FORM WITH YOUR COMMENTS TO THE PROJECT MANAGER BY: September 26, 1997 Reviewer check appropriate space(s): No comment Reviewed by: ( � See comments below Date Reviewed: LI'1�— 1' ;;� See comments attached See comments on Plans Approved by: See comments on Specs Date approverd: � Comments: RENTON FIRE DEPT PRFVFNT10N BUREAU RENTON PLANNING/BUILDING/PUBLIC WORKS DEPARTMENT UTILITY SYSTEMS DIVISION 5 E P 18 1997 DESIGN REVIEW RECEIVED Project: SW 43rd Street Drainage Improvements Review Type: 60% Design Project Manager: Scott Woodbury Phone #: (425) 277-5547 200 Mill Avenue S., 4th Floor Renton, WA 98055 Reviewer: i TransportatiZesign Parks Transportation Operations �� Fire Transportation Planning Police Waste Water Utility Puget Sound Energy Water Utility City of Kent Street Maintenance U.S. West Waste Water Maintenance TCI Cable Planning and Technical Services King County (Metro) Development Planning City of Tukwila Plan Review WSDOT PLEASE REVIEW AND RETURN THIS FORM WITH YOUR COMMENTS TO THE PROJECT MANAGER BY: September 26, 1997 Reviewer check appropriate space(s): No comment Reviewed by: ai�' 9-joy� See comments below Date Reviewed: See comments attached See comments on Plans Approved by: See comments on Specs Date approved: Comments: A "m OF RENTON RF�-EIVED RENTON PLANNINGBUILDING/PUBLIC WORKS DEPARTMENT �� ,� $ ,997 UTILITY SYSTEMS DIVISION LIC V�UrMEnrr strtvICES DESIGN REVIEW DIVISION Project: SW 443�3rd Street Drainage Improvements Review Type: 60% Design Project Manager: Scott Woodbury Phone #: (425) 277-5547 200 Mill Avenue S., 4th Floor Renton, WA 98055 Reviewer: ' Transportation Design Parks Transportation Operations Fire Transportation Planning Police Waste Water Utility Puget Sound Energy Water Utility City of Kent Street Maintenance U.S. West Waste Water Maintenance TCI Cable Planning and Technical Services King County (Metro) Development Planning City of Tukwila Plan Review WSDOT PLEASE REVIEW AND RETURN THIS FORM WITH YOUR COMMENTS TO THE PROJECT MANAGER BY: September 26, 1997 Reviewer check appropriate space(s): No comment Reviewed by: See comments below Date Reviewed: See comments attached See comments on Plans Approved by: See comments on Specs Date approved: Comments: 1 September 15,1997 Mr.Scott Woodbury,P.E. Project Manager v5A a $ 7 Surface Water Utilityi ) 1_ City of Renton 200 Mill Avenue South Renton,Washington 98055 , ON Dear Scott: p}� LIC Subject: City of Renton- SW 43rd Street Drainage Improvements Renton Contract: CAG-97-054 60% Submittal Please find attached for your review the following items that comprise a 60% submittal. • Preliminary(60%)plans (1 full-size and 1 half-size) • Preliminary technical specifications (60%) • Preliminary cost estimate • Memorandum relating to proposed traffic control plan • Capacity analysis supplemental information as requested in your 9/W memorandum Please call me at 695-4607 if you have any questions. Very truly yours, R.W.BECK(iseb INC. IN Mi/ 4chael S. ,P.E. Project Manager MSG/nak Enclosures c: Reed Kelly File: 12-00318-10000 0004 3101 0:\GISEBURT\MSG438.DOC 1001 Fourth Avenue,Suite 2500 Seattle,WA 98154-1004 Phone(206)695-4700 Fax(206)695-4701 0 15 z S .W. 43RD STREET U-1 0 wzX DRAINAGE IMPROVEMENTS Uw a- W o �Z z zQ � of uiui 0 V) w� Of oN 3 „ i I can SEE SHEET 2 FOR DETAILED IMPROVEMENTS/UTILITIES FOR THIS AREA o I 1 I I < 9 O 3g i � .:,( STA 13+25 3 0 STA 16+500 �, nw �� ` \ BASELINE STA 27+45 STA 27+05 --- \ ---- t 2 ----- ------------------ -----}_-------J o �.,.. 10+� 11 12+00 1 14+00 15+00 18+00 17+00 15+00 19+00 ��I��111������� 20+00 21+00 22+00 23+00 2{+00 2Sr00 Z8+00 27iii���000 28+00 29+00 3p+00 31+p0 r32-60 1 F-- i F--I--- —+-- --1----1-- —y---+---1---f--y—y—y—y---I--i--y--1--1—y---A--i—y--1--1—y—y—y � 3E I I I _. _.... SW 43RD STREET g -�-----� \I SA 13+25 t 0 -----_--- I C\ -J STA 18+500 STA 21+55 t O I I I I s� STA 27+20 t O I I I I tp SEE SHEET 2 FOR DETAILEID -- ----� a o IMPROVEMENTS/UTILITIES FOR THIS AREA I I �d GRAPHIC SCALE: 100 0 100 200 1" = 100' DRAWING INDEX DESCRIPTION GENERAL NOTES: LEGEND �T G�1T� Ap ���uV� V a EXISTING NEW �C' 1 COVER SHEET: NOTES, LEGEND, SITE MAP, DRAWING INDEX 1• VERTICAL DATUM: N.A.V.D. 1988. °a WATER VALVE 2. SEE SPECIFICATIONS FOR CITY OF RENTON. AND OTHER L1CCT PLANS pp�� PERMIT REQUIREMENTS. F GUY ANCHOR SHEET 1 2 1 L/"NS AND PROFILES 3. SEE SPECIFICATIONS FOR TRAFFIC CONTROL REQUIREMENTS. 0 ............ POWER/UTILITY POLE 4. CONTRACTOR SHALL NOTIFY THE UTILITIES UNDERGROUND LOCATION CENTERLINE SHEET 3 MISCELLANEOUS DETAILS AND SECTIONS CENTER (1-800-425-5555) AT LEAST TWO WORKING DAYS PRIOR tD TO PREFORMING ANY EXCAVATION. AS DIRECTED BY THE ENGINEER, — — — — — — RIGHT-OF-WAY LINE CATCH BASIN LOCATIONS MAY NEED TO BE SHIFTED IN THE FIELD TO ACCOMODATE UnUTY INTERFERENCES. ......................:[....................... BURIED POWER 5. APPROXIMATE STATIONING IS PROVIDED FOR REFERENCING CATCH BASIN GRATE IMPROVEMENTS AND CATCH BASIN REPLACEMENTS. STORM DRAIN STATION 10+00 BEGINS AT MANHOLE N0. A ..._....... SANITARY SEWER STORM DRAIN KEYED NOTES: 0 REPLACE EXISTING CATCH BASIN FRAME AND GRATE WITH NEW o - - WATER OPEN CURB FACE FRAME AND GRATE INSTALLATION. SEE CITY N GAS OF RENTON STANDARD PLANS 8017 AND 8018. a O REPLACE EXISTING TYPE I CATCH BASIN WITH NEW CURB FACE FRAME AND GR C N A ST SIN TYPE I WTH NEW OPEN CURB .,. Q STORM DRAIN MANHOLE CONNECT TO EXISTING PIPES. w RIPRAP . 3 INSTALL NEW TYPE I CATCH BASIN WITH OPEN FACE FRAME AND 8 GRATE INSTALLATION. SEE DETAIL, SHEET 3. S _..... DITCH LINES/FLOW a o ❑ CATCH BASIN 4 3+ 22.68 ..... _.... ........._._....... - �.- . I g ..........__... ;.... cl- I 'F i Z t 22.98 llli23.1acl , w 4 CONNECT TO i ;CONNECT TO ; F .��- - � � ` �,, STA 0+28.00 33 EXIST SD MH Ql \ g ` SD STA 0+00 B i .`- c€ il..._'f's:Fn s.•x -'.. ' q,{_ F `� .. _ .. {.` W 4+<i°D f SD STA 0*DO y-" f. r :: St r.....:...._.._-_.... ..._._ .......... _ -._..... ........ ......_--___.... ._.---•-.........� .... 4 ... .... ..v...................�__.,:..:. _r. �� ..-._{ ... 24 >i 99 .� h S ..._. ...... ..._.___..... ..iiNOTE 1 �^�.. ; ...a_s.K..s....a¢. _._........_ ..... _ ALTERNATIVE ti 4g` i�p �.< ,,.. 1 SEE PROFILE NO 1 ABANDON EX 24"SD s, f. PIPELINE ALIGNMENT:-/ ?�f SEE PROFILE 1{b •2 — i BASELINE EE i7-�-- MH ¢EE€I , .• STA i0+00 24:21 - t( . t. 24: 24: 3._... .......`:, -270 .................... / STA 0+28 00 s i ,m r,. �.,...... "-.. x.,....... x $$$$$$ -} i . 1 >, ` W 1 •ui. .. �. 1. I / I ` c E \12 ST 3j4 ::1+31.44 €S I _. j_..... ..................... v.. ..... ......... .. i r 1 ....................................... 3 qi \c ................................ ... ::. a / � aH i �., /2,�T:28 'i, c rn r ,, „ 21.18 � .O v :r € i \ l 2348 .98 I' ` 20.48 Z 3 Q m Ld w Q a ao � Q3 vmN pw� ma ry 3 ZZzo mcai - C� V) Lna v Upper' = Vlt d' U � Zo w wee n� aovp° Wes' m NOTES: OUN �3r`�i u0 ,o�om rW X zw uj o �Zxx� 1. LOCATE CENTER OF MH 1 9 FEET NORTH x xM rnQ n �Q w n� o r,wWz Q WWw OF EXISTING 36" DIAMETER SANITARY O wxww nO�Mo mo -4: v.Lo a + n n n� o m� ��oN m SEWER CENTERLINE. gg Q� p �WZp HMO^ M'1.1f-�N� mp O-H�ntO nr Nn� F Lo b pQ On�m�~ M +rrjN� r7 +�L)HH • Q(V H��.�-U n +NFMw_ + u) Z8 M� _W ONZZ) Nw NZZ 70 �O�i NNO Z Mw ONOZZ O ui s QrjH��w Q —O Q�z—OO p---z a Q20-zZ Q —w x� �-c�o x F� _� ~—p xx O� O =} 1-- O F mm � 0--Z � V)�lilW MH V)FrUW WW WW NEEWWw Wp �H VI�WWUW V) W a xx 02 0 na 4)W V)�WWWU V) w V) Q 0 16 10 _----- in _.�_.. .. _... _....0 _ -..-__ __--- o w GRAPHIC SCALE: 20--- ------ 's� 0 20 40 1OF, ..-- _. -_-_._- _-_„_.__ ____ ,-_-__ i 0 LF 48 _-APPROX EX GRADE 1" = 20' HORIZ I € ..... .......... .... ; 50.89 LF 54" 80.55 LF 54" 1 28�LF 48 11 1 - 5 VERT CL_J2CP S=0.0030 FT\FT S=0.0030 FT\Fj I a t;;. ................. CL C I � I I I I I I "- o SFT\FT..... SPACES A CY TRNLET o b S=0.002 CL_ RCP; o 10- CC,�_RCP -..__..- - . o 1 10.............;...............\...............FT O Q VI ...,................................... ZU� OW Ld E F .._......-.-....- 3~Luo . ..-_---- ---------.... ._._. .-._-.. . rmSD 0+00 SD 1+00 0+00 i N Z PROFILE NO 1 PROFILE NO 2 CITY OF RENTON TABLE OF CONTENTS TABLE OF CONTENTS DIVISION 2-EARTHWORK 2-09 STRUCTURE EXCAVATION............................................................................2-1 2-09.3 Construction Requirements.....................................................2-1 2-09.3(1)A Staking, Cross-Sectioning, and Inspecting.............................2-1 2-09.3(3)D Shoring and Cofferdams...........................................................2-1 2-09.3(1)E Backfilling...................................................................................2-1 2-09.4 Measurement..............................................................................2-2 2-09.5 Payment.......................................................................................2-2 2-10 DITCH AND CHANNEL EXCAVATION.......................................................2-2 2-10.4 Measurement..............................................................................2-2 2-10.5 Payment.......................................................................................2-2 DIVISION 5-SURFACE TREATMENTS AND PAVEMENTS 5-04 ASPHALT CONCRETE PAVEMENT..............................................................5-1 5-04.3 Construction Requirements.....................................................5-1 5-04.3(5)A Preparation of Existing Surfaces..............................................5-1 5-04.3(10) Compaction ................................................................................5-1 5-04.3(10)B Control.........................................................................................5-1 5-04.3(13) Surface Smoothness...................................................................5-1 5-04.3(23) Utility Adjustment (New Section) ...........................................5-1 5-04.4 Measurement..............................................................................5-1 5-04.5 Payment.......................................................................................5-1 5-06 TEMPORARY PAVEMENT (NEW SECTION)..............................................5-2 5-06.1 Description..................................................................................5-2 5-06.2 Materials......................................................................................5-2 5-06.3 Construction Requirements.....................................................5-2 X0011592.100/DRAFT/9/15/97 ERROR! REFERENCE SOURCE NOT FOUND. DIVISION 7—DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS 7-04 STORM SEWERS 7-04.4 Measurement..............................................................................7-1 7-04.5 Payment.......................................................................................7-1 7-05 MANHOLES, INLETS, AND CATCH BASINS.............................................7-1 7-05.3(1) Adjusting Manholes and Catch Basins to Grade...................7-1 7-05.3(5) Manhole Steps (New Section)..................................................7-1 7-05.3(6) Manhole Bases (New Section)..................................................7-2 7-05.4 Measurement..............................................................................7-2 7-05.5 Payment.......................................................................................7-3 7-08 GENERAL PIPE INSTALLATION REQUIREMENTS..................................7-3 7-08.3(2)J Connection to Existing Sewers (New Section) ......................7-3 7-08.4 Measurement..............................................................................7-3 7-08.5 Payment.......................................................................................7-3 DIVISION 9—MATERIALS 9-01 PORTLAND CEMENT.....................................................................................9-1 9-01.3 Tests and Acceptance.................................................................9-1 9-03 AGGREGATES...................................................................................................9-1 9-03.12(1) Gravel Backfill for Foundations...............................................9-1 9-03.12(1)A Class A.........................................................................................9-1 9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS......................9-1 9-05.15(1) Manhole Ring and Cover .........................................................9-1 9-06.5(5) Bolt, Nut, and Washer Specifications......................................9-1 This report has been prepared for the use of the client for the specific purposes identified in the report. The conclusions, observations, and recommendations contained herein attributed to R. W. Beck, Inc., ("R. W. Beck") constitute the opinions of R. W. Beck. To the extent that statements, information, and opinions provided by the client or others have been used in the preparation of this report, R. W. Beck has relied upon the same to be accurate, and for which no assurances are intended and no representations or warranties are made. R. W. Beck makes no certification and gives no assurances except as explicitly set forth in this report. Copyright 1997, R. W. Beck, Inc. All rights reserved. x0011592.100 DFAFT/9/15/97 R. W. Beck ii DIVISION 2 EARTHWORK 2-09 STRUCTURE EXCAVATION 2-09.3 Construction Requirements 2-09.3(1)A Staking, Cross-Sectioning, and Inspecting Section 2.-09.3(1)A is deleted in its entirety. 2-09.3(3)D Shoring and Cofferdams Supplement Section 2-09.3(3)D with the following: Excavation support shall be designed by CONTRACTOR as required by site geotechnical conditions. Excavation support plan shall include installation sequencing. The CONTRACTOR shall submit an excavation/shoring plan designed, signed and stamped by a Washington State professional ENGINEER to the ENGINEER. All cribbing, sheeting and shoring shall meet the requirements of W.A.C. 296-155. The ENGINEER shall review the submittal solely to determine if it has been signed and stamped by a professional ENGINEER. The ENGINEER will not review the design for its adequacy. The design of any cribbing, sheeting or shoring is the sole responsibility of the CONTRACTOR. 2-09.3(1)E Backfilling Revise and Supplement Section 2-09.3(1)E with the following: Structural backfill material that is placed in the traveled way (curb face to curb face) shall be controlled density fill. Structural backfill material that is placed outside the traveled way shall be Gravel Backfill for Foundations Class A per Section 9-03.12(1)A or 2'/2-inch minus well graded crushed rock. Structural fill shall be placed in uniform layers and compacted to a dense and unyielding condition and to at least 95 percent of Modified Proctor maximum dry density per ASTM D 1557. If large plate compactors attached to a backhoe (i.e., hoe pacs) are used, the thickness of the soil layers shall not exceed 8 inches. If hand-operated mechanical compactors are used, the soil layers shall not exceed 4 inches. The specifications for Controlled Density Fill in the fourth paragraph are revised to read: Ingredients Amount per Cu. Yd. Portland Cement 50 lb. Fine Aggregates Class 1 or 2 3000 lb. (3500 lb. if fly ash Class C is used.) Air Entrainment Admixture Per Manufacturer's recommendations Fly Ash Class F or 300 lb. Fly Ash Class C 150 lb. Water 300 lb. (maximum) X001 1592.100/DRAFT/9/15/97 2-1 DIVISION 2- EARTHWORK 2-09.4 Measurement Revise and Supplement Section 2-09.4 with the following: Structure Excavation There will be no specific unit of measure for structure excavation and haul. Shoring There will be no specific unit of measure for shoring. 2-09.5 Payment Revise and Supplement Section 2-09.5 with the following: Compensation for replacing or reconstruction of surfacing, including, pavement (asphalt concrete or concrete), sidewalk, curb and gutter, driveways, landscaping, striping, pavement markers and other surface features which are within the limits of structure excavation or damaged as a result of the CONTRACTOR'S operations shall be considered as included in the price paid for surface restoration and no additional payment will be allowed therefore. Payment will be made in accordance with Section 1-04.', for each of the following bid items that are included in the contract: Surface Restoration, Lump Sum. "Shoring," per lump sum. Payment for shoring shall be divided evenly over the courde OF the I excavation operation. ` 2-10 DITCH AND CHANNEL EXCAVATION 2-10.4 Measurement Revise and supplement Section 2-10.4 with the following: There will be no specific unit of measure for Ditch and Channel Excavation. 2-10.5 Payment Revise and supplement Section 2-10.5 with the following: Compensation for ditch and channel excavation shall be considered as included into the price paid for pipe and no additional payment will be allowed therefore. X0011592.100/D►zAFT/9/15/97 2-2 DIVISION 2- EARTHWORK DIVISION 5 SURFACE TREATMENTS AND PAVEMENTS 5-04 ASPHALT CONCRETE PAVEMENT 5-04.3 Construction Requirements 5-04.3(5)A Preparation of Existing Surfaces Supplement Section 5-04.3(5)A with the following: Pavement areas that have been undermined by trenching or subsurface excavation shall be removed and reconstructed at the CONTRACTOR's expense. Pavement areas damaged by construction activities shall also be removed and reconstructed at the CONTRACTOR's expense. Evidence of damage such as surface cracking, ponding, or other variations in surface consistency shall be investigated by the CONTRACTOR, brought to the ENGINEER's attention and repaired to the satisfaction of the ENGINEER. 5-04.3(10) Compaction 5-04.3(10)B Control The fourth sentence of the first paragraph is revised to read: The specified level of density attained will be determined by the statistical evaluation of five nuclear density gauge tests taken in accordance with WSDOT Test Method 715 on the day the mix is placed (after completion of the finish rolling) at locations determined by the stratified random sampling procedure conforming to WSDOT Test Method 716 within each density lot. 5-04.3(13) Surface Smoothness The second sentence of Section 5-04.3(13) is revised to read as follows: The completed surface of the wearing course shall not vary more than 1/4 inch from the lower edge of a 10-foot straightedge placed on the surface parallel to centerline. 5-04.3(23) Utility Adjustment (New Section) Manhole covers, valve covers, survey markers, catch basin grates, and other existing surface features shall be adjusted to match the finish grade of the asphalt patch. 5-04.4 Measurement Replace Section 5-04.4 with the following: There will be no specific unit of measure for asphalt concrete pavement. 5-04.5 Payment Replace Section 5-04.5 with the following: X0011592.100/DRAFT/9/15/97 5-1 DIVISION 5 - SURFACE TREATMENTS AND PAVEMENTS Compensation for asphalt concrete shall be included in the contract prices paid for other related items of work. 5-06 TEMPORARY PAVEMENT (New Section) 5-06.1 Description The CONTRACTOR may use temporary pavement to allow vehicular traffic to travel over the construction areas. Temporary pavement shall be placed around trench plates or other devices used to cover construction activities in a manner that provides a smooth transition between the surfaces. 5-06.2 Materials (New Section) Materials shall meet the requirements of the following section: Aggregates 9-03.8 The composition of other components of the temporary asphalt pavement shall be determined by the CONTRACTOR to provide a product suitable for the intended application. The CONTRACTOR shall not use materials that are a safety hazard. Temporary pavement material that does not form a consolidated surface after compaction shall be considered unsuitable and removed. 5-06.3 Construction Requirements (New Section) The roadway subsurface shall be prepared for the temporary pavement as defined in Section 2-06. Pavement areas greater than 10 square feet shall be roller compacted to consolidate the temporary pavement. The completed pavement shall be free from ridges, ruts, bumps, depressions or other irregularities. The CONTRACTOR shall immediately repair, patch, or remove any temporary pavement that does not provide a smooth transition between existing pavement areas. All temporary asphalt pavement shall be removed from the site by the end of the project and shall not be used as permanent asphalt pavement to its subgrade material. DIVISION 5-SURFACE TREATMENTS 5-2 X0011592.100/DRAFT/9/15/97 AND PAVEMENTS DIVISION 7 DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS,AND CONDUITS 7-04 STORM SEWERS 7-04.4 Measurement Revise Section 7-04.4 with the following: There will be no specific unit of measure for testing. 7-04.5 Payment Replace Section 7-04.5 with the following: Compensation for structure excavation, haul, disposal, structure backfill, and testing shall be considered as included in the price paid for pipe and no additional payment will be allowed therefor. Payment will be made in accordance with Section 1-04.1, for each of the following bid items that are included in the contract: Class V Reinforced Concrete Pipe 54-Inch Diameter, Per Linear Foot. Class V Reinforced Concrete Pipe 48-Inch Diameter, Per Linear Foot. Class V Reinforced Concrete Pipe 12-Inch Diameter, Per Linear Foot. 7-05 MANHOLES, INLETS, AND CATCH BASINS 7-05.3(1) Adjusting Manholes and Catch Basins to Grade Supplement Section 7-05.3(1) with the following: Manhole adjustment in paved areas will be 12 in. maximum and in unpaved areas will be 20 in. maximum. 7-05.3(5) Manhole Steps (New Section) Manhole Steps shall be as follows: 1. Steps shall be steel reinforced copolymer polypropylene plastic. 2. Conform to applicable requirements of ASTM C478 and as shown on the Standard Defaults. 3. Conform to OSHA. 4. Designed so that foot cannot slide off the ends. 5. Spaced at 12 inches. 6. Project uniformly inside wall. XI 159122.100/DRAFT/9/15/97 7-1 DIVISION 7-DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS,AND CONDUITS 7. Minimum total cross-sectional area of the exposed portion of the step, including the 1/2-inch deformed reinforcing steel bar, and excluding the non-slip tread surface, shall be one square inch. 8. Entire polypropylene plastic material surrounding the reinforcing steel bar shall be cast monolithically, minimum cover shall be 3/16-inch. 9. Certification of compliance with the requirements of these specification, prepared by an independent certified laboratory, shall be submitted concurrently with the request for approval to the ENGINEER. 10. Design utilizing other materials or shapes that conform to the requirements of this specification may be used upon written approval of the ENGINEER. 11. Step dimensions and pattern shall conform to the Standard Details. 12. Steps shall be installed in accordance with the approved manufacturer's recommended procedure. However, if tapered steps are installed into straight-drilled, or formed holes, approved non-shrink grout shall be injected into the hole prior to installation of the steps. For all drilled installations, the holes shall be straight, parallel and to manufacturer's recommended dimensions. 13. Ladders: Base sections of precast manholes may be provided with a ladder made of the same material as the steps. Ladder shall be adjusted so that it is in line with manhole steps above and extends out the same distance from the wall as the steps above. 7-05.3(6) Manhole Bases (New Section) Furnish pre-channeled manholes in accordance with the provisions of Section 7-05 of the Standard Specifications and with the City Standard Plan. Cast-in-place manhole bases shall be constructed as follows: 1. At least 6 inches in thickness. 2. Extend at least 6 inches radially outside of the manhole wall. 3. Concrete shall have a minimum of 4000 psi 28-day compression strength. 4. Place first precast section on the cast-in-place base structure before the base has taken initial set and adjust to true grade and alignment with all inlet pipes installed so as to form an integral, watertight unit, or mortar the section into a groove provided in the top of the cast-in-place base. 5. The first section shall be uniformly supported by the base concrete and shall not bear directly on any of the pipes. 7-05.4 Measurement Revise and Supplement Section 7-05.4 with the following: Manholes will be measured per each. Catch basins will be measured per each. X1159122.100/DRAFT/9/15/97 7-2 DIVISION 7-DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS,AND CONDUITS There will be no specific unit of measure for connection to structures. 7-05.5 Payment Replace Section 7-05.5 with the following: Compensation for structure excavation, haul, disposal, structure backfill, connection to structures, and adjustment to grade shall be considered as included in the prices paid for manholes and catch basins and no additional payment will be allowed therefor. Payment will be made in accordance with Section 1-04.1, for each of the following bid items that are included in the contract: Manhole 108-Inch Diameter, Type III, per each Catch Basin Type I-A, per each. Catch Basin Type I-B, per each. Catch Basin Type I-C, per each. 7-08 GENERAL PIPE INSTALLATION REQUIREMENTS 7-08.3(2)J Connection to Existing Sewers (New Section) The CONTRACTOR shall field locate, verify the size and invert elevation of existing pipes prior to construction (i.e. first order of work at the start of construction). The CONTRACTOR shall also provide and install an approved adapter coupling as required to make a proper connection. 7-08.4 Measurement Revise and Supplement Section 7-08.4 with the following: There will be no specific unit of measure for gravel backfill. 7-08.5 Payment Compensation for gravel backfill shall be included in the contract prices paid for other related items of work and no additional payment will be allowed therefor. X1159122.100/DRArT/9/15/97 7-3 DIVISION 7-DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS,AND CONDUITS DIVISION 9 MATERIALS 9-01 PORTLAND CEMENT 9-01.3 Tests and Acceptance The references to "Mill Test Report" in the first paragraph of Section 9-01.3 are revised to read "Mill Test Report Number". 9-03 AGGREGATES 9-03.12(1) Gravel Backfill for Foundations 9-03.12(1)A Class A Supplement Section 9-03.12(1)A with the following: The Gravel Backfill for Foundations shall have no more than 5 percent fines (percent by weight of soils fraction passing the No. 200 sieve during wet sieving) and shall have a maximum particle size of 3 inches. The fines shall be nonplastic, and moisture content shall not be more than 2 percent above or 3 percent below optimum for compaction. The CONTRACTOR shall submit certification for Gravel Backfill for Foundations, Class A stating: conformity with these specifications, source of material, sieve analysis, and identity of testing agency. The submittal shall be made to the ENGINEER prior to placement. 9-05 DRAINAGE STRUCTURES, CULVERTS,AND CONDUITS 9-05.15(1) Manhole Ring and Cover Add the following paragraph to Section 9-05.15(1): All rings and covers for sewer manholes shall be bolt-down-locking type with nonskid pattern. Covers shall have three inch raised letters indicating "STORM OR SANITARY SEWER" (as applicable) which shall not rise higher than the skid pattern. 9-06.5(5) Bolt, Nut, and Washer Specifications The ASTM Specification for"Washers - High Strength Bolts" is revised to read "F 436". X1159122.100/DRAFT/9/15/97 9-1 DIVISION 9- MATERIALS CITY OF RENTON SW 43rd STREET DRAINAGE IMPROVEMENTS PRELIMINARY ENGINEERING CONSTRUCTION COST ESTIMATE September 15, 1997 Item Unit Quantity Unit Total Cost Cost CIVIL Mobilization (5%) LS 1 $ 11,000.00 $11,000 Traffic Control LS 1 $ 10,000.00 $10,000 Construction/As Built Surveying LS 1 $ 2,500.00 $2,500 Surface Restoration LS 1 $ 15,000.00 $15,000 Class V Reinforce Concrete Pipe, 54-inch Diameter LF 132 $ 320.00 $42,240 Class V Reinforce Concrete Pipe, 48-inch Diameter LF 58 $ 280.00 $16,240 Plain Concrete Pipe, 12-inch Diameter LF 5 $ 60.00 $300 Manhole 108-inch Diameter, Type III EA 3 $ 18,000.00 $54,000 Replace Existing Catch Basin with Type I Catch Basin with Open Face Frame and Grate EA 2 $ 3,000.00 $6,000 Install New Type I Catch Basin with Open Face Frame and Grate Ea 1 $ 2,000.00 $2,000 Replace Existing Frame and Grate with New Open Face Frame and Grate EA 5 $ 1,000.00 $5,000 Sheeting, Shoring & Bracing LS 1 $ 4,000.00 $4,000 Subtotal Civil $168,280 MISCELLANEOUS Testing & Final Clean Up (2%) LS 1 $ 3,365.60 $3,366 Bonds & Insurance (2%) LS 1 $ 3,365.60 $3,366 Subtotal Miscellaneous $6,731 Subtotal Construction $175,011 Contingency (15%) $26,252 Subtotal $201,263 Sales Tax (8.6%) $17,309 Total Construction Cost $218,571 NOTES: 1 Quantities based on incomplete plans (-50%) and are therefore approximate and subject to change. SW 43rd Street Construction Cost Estimate Page 1 September 15, 1997 Preliminary Bid Schedule September 12, 1997 CITY OF RENTON S.W. 43RD STREET DRAINAGE IMPROVEMENTS SCHEDULE OF BID PRICES Item Item Description Specification Unit Bid No. Section Unit Quantity Price Total 1. Mobilization(Limited to 5%) 1-09 LS 1 2. Traffic Control 1-10 LS 1 3. Construction/As-Built Surveying 1-11 LS 1 4. Sheeting,Shoring and Bracing 1-09 LS 1 5. Surface Restoration 2-09.5 LS 1 6. Class V Reinforced Concrete Pipe 12-Inch Diameter 7-04.5 LF 5 7. Class V Reinforced Concrete Pipe 54-Inch Diameter 7-04.5 LF 132 8. Class V Reinforced Concrete Pipe 48-Inch Diameter 7-04.5 LF 58 9. Manhole 108-Inch Diameter,Type III 7-05.5 EA 3 10. Catch Basin Type I-A 7-05.5 EA 2 11. Catch Basin Type I-B 7-05.5 EA 1 12. Catch Basin Type I-C 7-05.5 EA 5 Notes: MEMORANDUM aim To: Scott Woodbury, City of Renton From: Mike Giseburt Subject: City of Renton SW 43rd Street Drainage Improvements Date: September 12, 19/7 Please find enclosed for your review and comment a draft of the general traffic control plan and approach for your review and the review of your transportation group. We would like to obtain general approval of the traffic control concept before proceeding with detailed descriptions. Traffic Control Requirements 1. Traffic Control would be a lump sum payment item in the contract as described in the City's Supplemental Specifications. 2. The Contractor will be required to submit a detailed traffic control plan. 3. All work within the SW 43rd Street roadway section will be done at night (11:00 pm to 5:00 am), i.e., no lane closures will be permitted during the day. 4. For the installation of the 54-inch diameter crossing east of Oakesdale Avenue SW, the Contractor may use the City's standard Traffic Control Plans (i.e., as described by the 8.5"xl I" sketches included in the specifications) to reduce traffic to one eastbound and one westbound lane in addition to the left turn lane or close the street between Oakesdale Avenue SW and Lind Avenue. If the street is closed, the Contractor will be required to detour traffic as shown on Figure 1. 5. For the installation of the 48-inch pipe at Lind Avenue and SW 43rd Street, the contractor will need to maintain one lane open eastbound on SW 43rd Street and the northbound lane on Lind Avenue. 6. The traffic control requirements for the installation of the catch basin modifications between Oakesdale Avenue and Lind Avenue shall be the same as for the installation of the 54-inch pipe. File: 12-00018-10101-0101 /3101 CARENTONNALUMMS W912.DOC S.C.S.1:\RAD06\RAD06004 9-15-97 0 13:53 SW 29th z i. 34th ST SW ST ........... ................. ........... R J F-,i —NT N 36th M-0 7th ST SW 39th ST jfttff RR ........................... ................. . ..... ....... ......... ....................... . ....................... . ., SW.'41st ST 11 SW 41st ST ----—--------- .......... EASTBOUND DETOUR WESTBOUNE , TbUR V, bl� -J' ............... .......... .......... s� OF 1: ENT Ac' ..........I" NEW 54" DIAMETER GBROM PIPE CROSSING 45th PL FIGURE 1 CITY OF RENTON, WASHINGTON Department of Public Works S.W. 43RD STREET SCALE 1"=1000' TRAFFIC DETOUR ROUTE MEMORANDUM 1 To: Scott Woodbury, City of Renton From: Mike Giseburt Subject: City of Renton SW 43rd Street Drainage Improvements Date: September 12, 1995 Please find enclosed for your information the following items in response to your 9/3/97 review comments on the Capacity Analysis for the subject project. • summary HYD results with the Tc modified to 6 minutes. Note that the reduced Tc does not make much difference in the results. • revised Table 2 to show the results to two or three significant digits. Note that I made one additional change. The change involved adding the junction loss at the downstream catch basin. This increased the headloss for the 100-year flow by 0.022 feet. • revised Table 2 to show headloss if the cross-culvert were replaced with an 18-inch diameter pipe. • Regarding your question on the capacity of the through-curb inlets, we are trying to get information directly from a supplier and will forward that when we receive it. Please call me if you have any questions. File: 12-00381-10000-0003/3101 C:\RENTONWALL\MMS W915.DOC 09iO3.97 12:02 FAX 206 235 2541 RENTON P/B/PW Q 001/001 THE CITY OF RENTON —' DEPARTMENT OF PLANNING/BUILDING/PUBLIC WORKS FOURTH FLOOR 200 MILL AVENUE SOUTH RENTON, WASHINGTON 98055-2189 FAX: 235-2541 To: Mike Giseburt Company: R.W. Beck Phone: Fax: From: Scott Woodbury Phone: 425-277-5547 Fax: 425-235-2541 Date: 9/3/97 Pages iincl this cover page: 1 Subject: Comments to the Capacity Analysis for the SW 43rd Street Project Mike, I have the following comments to the capacity analysis: 1. In the Excel spreadsheets, please show more significant digits because the head losses are so low. 2. What if the time of concentration was only the minimum 6 minutes? 3. What would the head loss be for an 18" diameter cross culvert? This would be valuable for comparison purposes to the see the benefit of increasing the size of the culvert. 4. What is the current grate inlet capacity? Please call to discuss these items at your convenience. PROJECT/STUDY: 43RD DRAINAGE IMPROVEMENT - DATE PREPARED: 09-04-1997 TIME PREPARED: 08:26 PREPARED BY: MIKE GISEBURT SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-IA RAINFALL DISTRIBUTION DESIGN FREQUENCY: 2-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 2.00 INCHES ------------------------------------------------------------------------- BASI AK VL PERV NAME N Q ITHRS I CUOFT I ACRESZOUCN I ACRES OCN MIN ------------------------------------------------------------------------- 1 .39 7.67 5391 .4 86.0 .7 98.0 6.0 DESIGN FREQUENCY: 10-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 2.90 INCHES ------------------------------------------------------------------------- BASI US TC NAMEN I PEAK Q ITHRS I CUOFT 11 ACRESIOUCN I ACRES VZOCN I MIN ------------------------------------------------------------------------- 1 .62 7.67 8511 .4 86.0 .7 98.0 6.0 zS DESIGN FREQUENCY: +-&-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 3.40 INCHES ------------------------------------------------------------------------- BASI VL IMPER i NAME N PQ THRSAK I CUOFT I ACRESZOUCN I ACRESVIOCN I MIN ------------------------------------------------------------------------- 1 .75 7.67 10286 .4 86.0 .7 98.0 6.0 DESIGN FREQUENCY: "-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 3.90 INCHES ------------------------------------------------------------------------- I BASIN I PEAK IT-PEAK I VOL I PERVIOUS I IMPERVIOUS I TC I I NAME I Q I HRS I CU-FT I ACRES CN I ACRES CN I MIN I ------------------------------------------------------------------------- 1 .89 7.67 12079 .4 86.0 .7 98.0 6.0 Table 2 City of Renton - SW 43rd Street Improvements Subject: Review of headloss at various flow rates for cross-culvert Date: (8/18/97) Assumptions A) From HYD model results the peak flows entering CB2 are 2-yr 0.36 cfs 10-yr 0.57 cfs 25-yr 0.69 cfs 100-yr 0.81 cfs It is assumed that the peak flow would double at CBI,corresponding to the inflows from the south side of the road. B) The downstream tail water elevation is assumed to be at the crown of the 48-inch diameter pipe. This was chosen to estimate the headloss through the 12-inch cross culverts for various flow rates. This elevation is estimated from as-built drawings 13.5 NGVD 29,or 17.08 NAVD 88. C) All elevations,pipe sizes,slopes and diameters taken from City drainage maps of SW 43rd Street,and revised to NAVD 88 datum D) Backwater calculation methods based upon King County Surface Water Design Manual E) Cross culvert consist of a 5 If section of pipe and 54 If section of pipe. Pipe Barrel Pipe Barrel "R" Fric- Enter Enter Enter Exit Outlt Inlet Appr Bend Bend Junctn Junctn HW Grate Depth Segment Pipe Barrel Barrel Vel, Grit TW Pari- Full tion EGL Loss Head Head Contr Contr Vcl Loss Head "Q3" Loss Head Elev Elev. to WS Q Length Pipe "n" DS US Slope Area Vel. Head depth Elev meter Flaw Loss Elev "Ke" Loss Loss Elev Elev Head "Kb" Loss "Kj" Loss From To cfs) (10 Size Elev. Elev. % s (fps) f[ 1 ft) (ft) (ft ft ft ft ft ft 2 ft ft cfs ft ft tt ft 2-yr Flow 48-inch 1 0.72 5 12 0.012 14.80 14.88 1.6% 0.785 0.917 0.013 na 17,080 3.140 0.250 0.002 17.082 0.500 0.007 0.013 17.101 0.003 0.000 0.000 0.360 0.334 0.004 17.102 20.220 3.119 1 2 0.36 54 12 0.012 14.88 14.98 0.2% 0.785 0.459 0.003 na 17.102 3.140 0.250 0.005 17.107 0.500 0.002 0.003 17.112 0.000 0.000 0.000 0.000 0.000 0.000 17.112 20.290 3.178 Total headloss through System /7.080 - 17.112 0.032 10-yr Flow 48-inch 1 1.14 5 12 0.012 14.80 14.98 L6% 0.785 1.452 0.033 17.080 3.140 0.250 0.004 17.084 0.500 0.016 0.033 17.133 0.008 0.000 0.000 0.570 0.334 0.011 17.136 20.220 3.084 1 2 0.57 54 12 0.012 14.88 14.98 0.2% 0.785 0.726 0.009 17.136 3.140 0.250 0.012 17.148 0.500 0.004 0.008 17.160 0.000 0.000 0.000 0.000 0.000 0.000 17.160 20.290 3.130 Total headloss through System 17.080 - 17.160 0.080 25-yr Flow 48-inch 1 1.38 5 12 0.012 14.80 14.88 1,6% 0.785 1.758 0.048 17.080 3.140 0.250 0.006 17.086 0.500 0.024 0.048 17.158 0.012 0.000 0.000 0.690 0.334 0.016 17.162 20.220 3.058 1 2 0.69 54 12 0.012 14.88 14.98 0.2% 0.785 0.879 0.012 17,162 3.140 0.250 0.017 17.179 0.500 0.006 0.012 17.197 0,000 0.000 0.000 0.000 0.000 0.000 17.197 20.290 3.093 Total headloss through System F 17,080 - 17.197 0.117 100-yr Flow 48-inch 1 1.62 5 12 0.012 14.80 14.88 1.6% 0.785 2.064 0.066 17,090 3.140 0.250 0.009 17.089 0.500 0.033 0.066 17.188 0.017 0.000 0.000 0.810 0.334 0.022 17.194 20.220 3.026 1 2 0.81 54 12 0.012 14.88 14.98 0.2% 0.785 1.032 0.017 17.194 3.140 0.250 0.024 17.217 0.500 0.008 0.017 17.242 0.000 0.000 0.000 0.000 0.000 0.000 17.242 20.290 3.048 Total headloss through System 17.080 - 17.242 0.162 Notes (I) Pipe critical elevation not calculated since under backwater conditions (2) Ignore inlet control elevation since entire system under backwater - File Name SW43cap.xls Table 2 (Revised to Reflect Headloss through Culverts if Replaced by 18-inch Pipe) City of Renton - SW 43rd Street Improvements Subject: Review of headloss at various flow rates for cross-culvert Date: (8/18/97) Assumptions A) From HYD model results the peak flows entering CB2 are 2-yr 0.36 cfs 10-yr 0.57 cfs 25-yr 0.69 cfs 100-yr 0.81 cfs It is assumed that the peak flow would double at CBI,corresponding to the inflows from the south side of the road. B) The downstream tail water elevation is assumed to be at the crown of the 48-inch diameter pipe. This was chosen to estimate the headloss through the 12-inch cross culverts for various flow rates. This elevation is estimated from as-built drawings 13.5 NGVD 29,or 17.08 NAVD 88. C) All elevations,pipe sizes,slopes and diameters taken from City drainage maps of SW 43rd Street,and revised to NAVD 88 datum D) Backwater calculation methods based upon King County Surface Water Design Manual E) Cross culvert consist of a 5 If section of pipe and 54 If section of pipe. Pipe Barrel Pipe Barrel "R" Fric- Enter Enter Enter Exit Outlt Inlet Appr Bend Bend Junctn Junctn HW Grate Depth Segment Pipe Barrel Barrel Vel. Grit TW Pari- Full tion EGL Loss Head Head Contr Contr Vel Loss Head "Q3" Loss Head Elev Elev. to WS Q Length Pipe "n" DS us Slope Area Vel. Head depth Elev meter Flow Loss Elev "Ke" Loss Loss Elev Elev Head "Kb" Loss "Kj" Loss From To cfs (I Q Size Elev, Elev. % s (Fps) ft 1 ft) Ift) (ft ft ft ft ft fl 2 ft ft cfs it ft ft ft 2-yr Flow 48-inch 1 0.72 5 18 0.012 14.80 14.88 1.6% 1.766 0.408 0.003 on 17.080 4.710 0.375 0.000 17.030 0.500 0.001 0.003 17.084 0.001 0.000 0.000 0.360 0.334 0.001 17.084 20.220 3.136 1 2 0.36 54 18 0.012 14.88 14.98 0.2% 1.766 0.204 0.001 na 17.084 4.710 0.375 0.001 17.085 0.500 0.000 0.001 17.086 0.000 0.000 0.000 0,000 0.000 0.000 17.086 20.290 3.204 Total headloss through System 17.080 - 17.086 0.006 10-yr Flow 48-inch 1 1.14 5 I8 0.012 14.80 14.88 1.6% 1.766 0.645 0.006 17.080 4.710 0.375 0.000 17.080 0.500 0.003 0.006 17.090 0.002 0.000 0.000 0.570 0.334 0.002 17.091 20,220 3.129 1 2 0.57 54 18 0.012 14.88 14.98 0.2% 1.766 0.323 0.002 17.091 4.710 0.375 0.001 17.092 0,500 0.001 0.002 17.095 0.000 0.000 0.000 0.000 0.000 0.000 17.095 20.290 3.195 Total headloss through System 17.080 - 17.095 0.015 25-yr Flow 48-inch 1 1.38 5 18 0.012 14.80 14.88 L6% 1.766 0.781 0.009 17.080 4.710 0.375 0.001 17.081 0.500 0.005 0.009 17.095 0.002 0.000 0,000 0.690 0.334 0.003 17.096 20.220 3.124 1 2 0.69 54 18 0.012 14.88 14.98 0.2% 1.766 0.391 0.002 17.096 4.710 0.375 0.002 17.098 0.500 0.001 0.002 17.I01 0.000 0.000 0.000 0.000 0.000 0.000 17.101 20.290 3.189 Total headloss through System F 17.080 - 17.101 0.021 100-yr Flow 48-inch 1 1.62 5 IS 0.012 14.80 14.88 1.6% 1.766 0.917 0.013 17,080 4.710 0.375 0.001 17.081 0.500 0.007 0.013 17.101 0.003 0.000 0.000 0.810 0.334 0.004 17.102 20.220 3.118 1 2 0.81 54 18 0.012 14.88 14.98 0.2% 1.766 0.459 0.003 17.102 4.710 0.375 0.003 17.104 0.500 0.002 0.003 17.109 0.000 0.000 0.000 0.000 0.000 0.000 17.109 20,290 3.181 Total headloss through System 17.080 - 17.109 0.029 Notes (1) Pipe critical elevation not calculated since under backwater conditions (2) Ignore inlet control elevation since entire system under backwater File Name SW43cap.xls ' SEP-17-97 WED 04: 14 PM FAX NO, P. 01 425-2284924 STONEWAY CONCRETE 434 P01 SEP 15 '97 11:15 S T 0 N E W A Y C 0 N C R E T E FACSIMILE COVER SHEET DATE: 9/15197 NUMBER OF PAGES TO; R. W. Beek RE: Dump Truck CDF ATTENTION: Mike Gisebert Mike, This spec. is being used on several jobs. The contractors like the way it works. Please call if you have any further questions, Thank You. Me] Hitch Vo t post-ijitp Fax Note 7671 ipages Frorn� To Phone# Phono 9 F't x# ax# Fax h A T T L E R E N T 0 N T U K W I L A NA SEP-17-97 WED 04: 15 PM FAX NO, P. 02 425-2284924 STONEWAY CONCRETE 434 P02 SEP 15 '97 11:15 S T O N E W A Y C O N C R E T E CONCRETE MIX DESIGN MIX ID 357 [ 01/10/96 CONTRACTOR Coluccio Construction PROJECT : West Seattle Forcomain CONSTRUCTION TYPE CDF Class 02 WEIGHTS PER CUBIC YARD (SATURATED, SURFACE-DRY) YIELD, CU FT Ashgrove Type I-II, LB 30 0.15 Flyash, LB 250 1.78 CDF Sand, LB 1610 9.63 WBDOT 05 (7/8) , LB 1610 9.56 WATER, LB (GAL-US) 30 ( ) 0. 67 TOTAL AIR, 3 .0 0. 67 mawwwrww TOTAL 22. 46 WATER/CEMENT RATIO, LBS/LB 0.15 SLUMP, IN - CONCRETE UNIT WEIGHT, PCB' 157.7 300 PSI Maximum PREP Y : Michael Gardner S E A T T l E R E Ik T 1 0 N T LI K W I L A , �rl i,f L �' 'Il'LZ•�V/},j NO r`:.i/�s1 rR� i, �y�p`�`� L1T,,+. yj�� ! ,+1• �.j�l .j . x}�:�r15a rt `:.,.'(�•�. . �. i'`... li � ; is^•'[C'`�j1.iM�ilf,7.1'rC+1��� : :. .♦ Ary.. r 'SEP-17-97 WED 04: 15 PM FAX N0, P. 03 425-22e4924 STONEWRY CONCRETE 434 P23 SEP 15 '97 11116 t +paad d+ ,, 8a„ti vlaeea W2",tV of rmt lass a. type+ ��trtr At)• d� wrran�i, (roe d c'Q�r,�c debrb etd other dd ,rate+yr, tF 2-1/2 �I"vh k� 100 M 4 8l1-t00 Na 1 c 3540 Na 4+0 10-M No- 1 Co GIN Nv.am 0-w S x Type M Obu►dadnn drain M&): t• walrourdw r+odc 2. Cc ftM to tt+e ftaoWft t on 4 kxhm 3kid 00 1-1/2 Inchos 14-ch Z 3/4*och . s.aa a/&.r . a1a i. TyPe N (WPortod tunoh I Matarlsl km danthatl 2-1/Z M1c1w indta prottest arparrlc maw, ltea a ro mr�the is rase than the �kmfr day and value, and*l Z corfomm ft id 2.1/lt*ch 100 us 20 �0 Est Pao �0 nyec Peefq 40 2/3 n= s. mart Mom: a d*ow d►d>01*kild an l 114-bich�rs a>i�to wr tarn net m om ftn 0.20 by o- blir+llRri ow Vatus_ ?a , d Owd prenLie_ "pal ".x at ctr.w oy 60 wwe *XANM),fosse aw&W am Ord 2 (dry) COP'Vw be w"pmMd@� nfcal lretsr. to tt WOWN prapodbm. IL Type G1 - RresAowtnO (aru ,Y) Mr. rMrrrr 4M COR1prAsWAlO Ltr6rVch is 100 pd. 121M 02=-S r11d Moo .a Auodood evcnm I wrrr»a 'SEP-17-97 WED 04: 15 PM FAX NO, P. 04 425-22S4924 STONEWAY CONCRETE 434 PO4 SEP 15 _97 11:16 Mamodal Batch&"I gar Cuhl!•Yard i R kft Wat" So bald yd -35 V Portland Cemerd 30 Dsku yd ' FAsh *" 25OA2 yd n Ao"te 3,2DO IbWcu yd a Water contort of fbwabie CDF wMable for the grout to flow irdo All vaW but not tigh ' on*ugh to ofteoi prgblems In setting. b. ype 02 ComtpacWO COF, rr&4num omVmsOve stretch iS 300 psi. Water Less than 30 bVcu yd (see slump requirement) Portland Cement 50 b6rcu yd Fly Ash 250 IbWcu yd 5 J trine Aggregate I5M lbs/cu yd 5-7 Coarse A44regsfa 1600 tbs/eu yd Water aanterd shall be adjusted to obtain a 0-Inch stump for compaction. Wader to be sprayed onto IN oorn;=W fri plaee material(Riff to placawrrt of addltfortal Me)at a rate to rmisten the rrmirture. Free flowing water CI pools or wader will trot be allowed. 3. Matedel requirements: a. PoAldrd Cement- Type i or It. b. Fy Ash(Ir mat Filler adrTixture): ASW C818,Class F.or approved pomians. c. Coarse egm: Grading No.S per WSDOT Standard Spedficabome sectiofl 0-03.1 . with 1 passing 3r4-inch slevu. d. Fins Aggregme: Coarse Sand. 100%passing MJnch sieve,80-100%passing$4 Steve, and 0-6%padtsirrg 8200 sieve. 4. Infix CDF to accordance*th ASW C94. Type P(native materials): Job maysted rrataftat to be used for bsdcti0: Flmby dvtded,free of debris,organic rmlerial,and no stories larger tree in any mention. b. n no mm"of moist st>»olays. C. cofKent that*M aHodv the malarial to be re acted. d. Pete hp N0. 200 sieve: 5%mmdmum. L. Type O(W'SDOT( 1. Type Q edal shall a rwVlre SDOT Section 9-03.9(1)t3allaat. The amount passing the No.200 sieve to 59'.masirmurM. M- Type S (per beddi )- 1. Type S fraterlat shall a require DOT Sedlon 9-03.16 Beddlnp Mateft for Ile ble pipe. N. T T( ) 1. T anal for trrterceptor ditches to meM raduiremersts Secioh 9-13,6,Quarry 2. T mai@AaS for Cor+struction entrance to be 4-Inch►rtin,e rnaterlal DOT Section -13.5 wO the percent passing the 314-Inch screen 6rrsttd to SS parz*d 012596 02290.6 AWandum No.2 Alhi PoUnws"A&&ocW*d Structures/WF 7-95 ESGRWP/SW 43RD STREET DRAINAGE PROJECT REVISED PROJECT SCHEDULE SEPTEMBER 12, 1997 ACTIVITY DATE 50% PSE Sept 16, 1997 50% PSE review Sept 16-23 ESGRWP camera ready documents submitted Sept 18 ERC decision for ESGRWP FEIS/Mitigation Doc Sept 23 Print ESGRWP FEIS/Mitigation Doc Sept 23-29 Issue ESGRWP FEIS/Mitigation Doc Sept 30 95% PSE Sept 30 100% PSE Oct 7 Print bid document Oct 8-10 Advertize Oct 14-28 Open bids Oct 28 ESGRWP Mitigation Doc appeal period ends Oct 30 Award Nov 3 Sign construction contract Nov 13 Construct 54" bypass Mike provide prel. const. sched. Construction curb inlets " Construct 48" inlet " ^~x 1 r RANSMITTAL MEMO N of Pages I U:1 997:SW43RD.ST:97-002:SW ,A, FROM ( COMPANY q PHONE k FAX S --- 9/12/97 3:59 PM e • ME To: Scott Woodbury . City of Renton Fax: 235-2541 . Phone: 277-5547 From: Mike Giseburt Phone: 695-4607 DateMme: 9/5/97 /4:26 PM Pages (including cover): Cost Account: 12-00381-10000-0004 Transmission Questions: Reception Desk/ (206) 695-4581 Message: Scott, Please find attached a draft of the plan/profile for the 54" pipe improvement at SW 43rd Street and Oakesdale for your use in discussions with your transportation group. 2101 Fourth Avenue, Suite 600, Seattle, WA 98121-2375 Phone (206)441-7500 Fax(206)441-4962 10 'd ZhV 969 9H 'ON XV. Y038 M a Wd Vb:b0 I�. L6-90-d3S SEP-05-97 FRI 04:44 PM R W BECK FAX NO, 206 695 4762 Pr02 i �:: � it i •+ i If .. I j ( i �•4 ......-.-.......... _. ...-........ ................ .._.._._.....,� .........,.. ._r.. • i '•'); L ' )I; r II i , •._.p� , , , :-s : xl I J•: � O X 96" DIAM MH _..... S n�+CO —— — —_......._.....---...".........--.....,,.. RIM 23.37 IZ OUT 11.83 EX 54" CONC (N) IE IN 11.86 EX 36" CONC (SW) IE IN 12.80 NEW 54" SD (SE) CONNECT TO EX MH i O r /t4 MH 1 - _ TYPE II 95" MH 36" SS RIM 23.7.5 IE IN 12.95 IE OUT 12.95 A wn 1"'R EI v o— O Of a �jTI � a * ?3-6• -� i i ........__ _!........._.__�___.......:..............._........ _'IA Rim IE GUT 13.15 • I SO 'd ZhL 969 9H 'ON XVJ K38 M 6 Wd 5V:b0 IN. L6-90--d3S S rhr t i W %1 Z �� � l'° \( rtn I U•r� E� C� C i -� SUIT 43 R D t't S 180 TH S_ __.•,.•..__ _. V __ _,..,... +I.. �.. _�� .,..,_ _........,__........�_ _......._...... _.• ... _ _..,....•........._........_.........._.._..........__...------...._w _ - - - ..-_. _"„•• ......:....« ,._.. "".�"� .—,.` !� .,t ,�..':;� •.I......i.,,:,,..:.:•..:.:`.,.;_:'•��,................,,�,�.............»... �.., ...._. ...... � ........�..•a ...,......�:r.. ....,......,��,.,���t.•:-::.:..::•,.,w....;•. ...w....... . � J � IE . �� t� '�� E•�' I .... � fir. UX t V) nLLJ > 1 ,: } 00 i0 'd 'ON VE Wd 99: I0 NOW 16-80-d3S THE CITY OF RENTON DEPARTMENT OF PLANNING/BUILDING/PUBLIC WORKS f FOURTH FLOOR 200 MILL AVENUE SOUTH RENTON, WASHINGTON 98055-2189 FAX: 235-2541 12, To: Mike Giseburt Company: R.W. Beck Phone: Fax: From: Scott Woodbury Phone: 425-277-5547 Fax: 425-235-2541 Date: 9/3/97 Pages incl this cover page: 1 Subject: Comments to the Capacity Analysis for the SW 43rd Street Project Mike, I have the following comments to the capacity analysis: 1. In the Excel spreadsheets, please show more significant digits because the head losses are so low. 2. What if the time of concentration was only the minimum 6 minutes? 3. What would the head loss be for an 18" diameter cross culvert? This would be valuable for comparison purposes to the see the benefit of increasing the size of the culvert. 4. What is the current grate inlet capacity? Please call to discuss these items at your convenience. August 19,1997 Mr. Scott Woodbury P.E. Project Manager f' Surface Water Utility �r4 City of Renton AUG 2 x .r 200 Mill Avenue S i99? Renton,WA 98055 C17-Y OF FiENTn.. Subject: City of Renton- SW 43rd Street Improvement Project Renton Contract: CAG-97-054 Capacity Analysis Dear Scott: Please find enclosed for your review the capacity analysis for the SW 43rd Street 12-inch diameter cross-culvert. The capacity analysis was completed in accordance with Task 3.1 of the project consultant agreement. The following paragraphs provide a brief description of the analysis and results. Scope of Analysis(Task 3.1 of Consultant Agreement) The purpose of the analysis was to confirm that the 12-inch street crossings do not represent a capacity restriction. The City wanted to confirm that the cross-culverts are not a capacity restriction to ensure that improvements to the catch basin inlets along SW 43rd Street will improve drainage collection. That is, if they were alternatively found to be a capacity restriction, then the proposed improvements to the catch basin inlets would likely not be beneficial to drainage collection. To confirm that they are not a capacity restriction, an analysis was performed on one of the five 12-inch diameter storm drain culvert crossings from the north side of SW 43rd Street to the south side between Oakesdale Avenue and Lind Avenue. The specific storm drain was selected with input from the City. The analysis was done by developing a one-subbasin HYD model and comparing the peak flow with the pipe's capacity with and without backwater from the trunk storm drain. The backwater calculation is done assuming a submerged outlet to determine the headloss through the pipe at various flow rates. Storms analyzed include the 2-, 10-, 25-, and 100- year 24-hour storms. Results The selected cross-culvert is located approximately 450 feet west of Lind Avenue and was selected because this cross-culvert drains the largest catchment compared to other cross- culverts along SW 43rd Street between Oakesdale and Lind Avenue. Figure 1 shows the location of the cross-culvert. The cross culvert includes two catch basins (one on each of the north and south curb lines). The southerly catch basin discharges through a short(5'±) section of 12-inch pipe that is directly connected to the 48-inch trunk storm drain flowing from east to west. Figure 1 also shows the tributary catchment to the cross culvert. A simple one-subbasin HYD model was developed to estimate peak flows to this cross-culvert. The procedure for developing the model input generally follows the 1990 King County Surface File: 12,00365-10000-0006/3008 0:\GISEBUR'I\MSG433.D0C 1001 Fourth Avenue,Suite 2500 Seattle,WA 98154-1004 Phone(206)695-4700 Fax(206)695-4701 Mr. Scott Woodbury,P.E. August 19, 1997 1 Page 2 Water Design Manual. Runoff curve number development and time of concentration development are included in the attached calculations as well as the HYD model output. The resulting simulated peak flow to the north catch basin (No. 2) for the various events was as follows: Storm Peak Flow (cfs) 2-year 0.36 10-year 0.57 25-year 0.69 100-year 0.81 The normal capacity of the cross culvert was estimated to be 1.4 cfs. Note that elevations were taken from the 1980 SW 43rd Street Improvements by Wilsey and Ham,Inc. Datum elevations were adjusted by adding 3.58 feet to be consistent with NAVD 88 datum. The normal flow calculation is given in Table 1. Table 2 gives the calculation for estimating the cross-culvert capacity under backwater conditions. It was assumed that the tailwater elevation is up to the crown of the 48-inch pipe (estimated at 17.08 NAVD). This elevation does not correspond to any specific flood event,but was chosen because it is above the crown of the cross-connection culvert and thus allows a simple calculation for the headloss across the culvert. Table 2 gives the headloss across the cross-culvert for the various storm events. For the backwater calculation, it was assumed that the flow would double at the downstream catch basin(catch basin no. 1) due to drainage from the south one-half of the road. The analysis shows that the maximum headloss through the cross culverts would be approximately 0.14 feet for the 100-year event. Our conclusion is that the cross-culverts are not a capacity restriction. Please call me at 6954607 if you have any questions. Very truly yours„ R.W.BECK,INC. Michael S.Giseburt, E. Project Manager MSG/nak Enclosures File: 12-00365-10000-0006/3008 0:\GISEBURT\MSG433.D0C Table 1 City of Renton - SW 43rd Street Improvements Subject: Normal Flow Capacity Analysis Pipe Description Pipe Full Flow(Mannings) Pipe Dia. Pipe Manning's Upstream D/S Length Slope Velocity Discharge (in) Type n Elev. Elev. (ft) (ft/ft) (ft/s) (cfs) 1 12 cone 0.014 14.98 14.88 54 0.002 1.8 1.4 Table 2 City of Renton - SW 43rd Street Improvements Subject: Review of headloss at various flow rates for cross-culvert Date: (8/18/97) Assumptions A) From HYD model results the peak flows entering CB2 are: 2-yr 0.36 cfs 10-yr 0.57 cfs 25-yr 0.69 cfs 100-yr 0.81 cfs It is assumed that the peak flow would double at CBI,corresponding to the inflows from the south side of the road. B) The downstream tail water elevation is assumed to be at the crown of the 48-inch diameter pipe. This was chosen to estimate the headloss through the 12-inch cross culverts for various flow rates. This elevation is estimated from as-built drawings 13.5 NGVD 29,or I7.08 NAVD 88. C) All elevations,pipe sizes,slopes and diameters taken from City drainage maps of SW 43rd Street,and revised to NAVD 88 datum D) Backwater calculation methods based upon King County Surface Water Design Manual E) Cross culvert consist of a 5 If section of pipe and 54 1f section of pipe. Pipe Barrel Pipe Barrel "R" Fric- Enter Enter Enter Exit Outlt Inlet Appr Bend Bend Junctn Junctn HW Grate Depth Segment Pipe Barrel Barrel Vel. crit TV Pari- Full tion EGL Loss Head Head Contr Contr Vel Loss Head "Q3" Loss Head Elev Elev. to WS Q Length Pipe "n" DS US Slope Area Vel. Head depth Elev meter Flow Loss Elev "Ke" Loss Loss Elev Elev Head "Kb" Loss "Kj" Loss From To cfs Size Elev. Elev. % s (fps) ft 1 ft ft ft ft ft (ft) (ft ft 2 ft ft cfs ft ft ft ft 2-yr Flow 48-inch 1 0.72 5 12 0.012 14.80 14.88 1.6% 0.735 0.917 0.013 na 17.080 3.140 0.250 0.002 17.082 0.500 0.007 0.013 17.101 0.003 0.000 0.000 0.360 0.334 0.004 17.102 20.220 3.118 1 2 0.36 54 12 0.012 14.88 14.98 0.21/6 0.785 0.459 0.003 na 17.102 3.140 0.250 0.005 17.107 0.500 0.002 0.003 17.112 0.000 0.000 0.000 0.000 0.000 0.000 17.112 20.290 3.178 Total headloss through System 17.080 - 17.112 10-yr Flow 48-inch 1 1.14 5 12 0.012 14.80 14.88 1.6% 0.785 1.452 0.033 17.090 3.140 0.250 0.004 17.084 0.500 0.016 0.033 17.133 0.008 0.000 0.000 0.570 0.334 0.011 17.136 20.220 3.084 1 2 0.57 54 12 0.012 14.88 14.98 0.2% 0.785 0.726 0.008 17.136 3.140 0.250 0.012 17.148 0.500 0.004 0.008 I7.160 0.000 0.000 0.000 0.000 0.000 0.000 17.160 20.290 3.130 Total headloss through System 17.080 - I7.160 25-yr Flow 48-inch 1 1.38 5 12 0.012 14.80 14.88 1.6% 0.785 1.758 0.048 17.080 3.140 0.250 0.006 17.086 0.500 0.024 0.048 17.158 0.012 0.000 0.000 0.690 0.334 0.016 17.162 20.220 3.058 1 2 0.69 54 12 0.012 14.88 14.98 0.2% 0.785 0.879 0.012 17.162 3.140 0.250 0.017 17.179 0.500 0.006 0.012 17.197 0.000 0.000 0.000 0.000 0.000 0.000 17.197 20.290 3.093 Total headloss through System 17.080 - 17.197 - 0.117 100-yr Flow 48-inch 1 1.62 5 12 0.012 14.80 14.88 1.61/6 0.785 2.064 0.066 17.080 3.140 0.250 0.009 17.089 0.500 0.033 0.066 17.188 0.017 0.000 0.000 0.810 0.334 0.022 17.194 20.220 3.026 1 2 0.81 54 12 0.012 14.88 14.98 0.26/6 0.785 1.032 0.017 17.194 3.140 0.250 0.024 17.217 0.500 0.009 0.017 17.242 0.000 0.000 0.000 0.000 0.000 0.000 17.242 20.290 3.048 Total headloss through System 17.080 - 17.242 - 0.162 Notes (1) Pipe critical elevation not calculated since under backwater conditions (2) ignore inlet control elevation since entire system under backwater File Name SW43cap.xls Table 2 (Revised to Reflect Headloss through Culverts if Replaced by 18-inch Pipe) City of Renton - SW 43rd Street Improvements Subject: Review of headloss at various flow rates for cross-culvert Date: (8/18/97) Assumptions A) From HYD model results the peak flows entering CB2 are: 2-yr 0.36 cfs 10-yr 0.57 cfs 25-yr 0.69 cfs 100-yr 0.81 cfs It is assumed that the peak flow would double at CBI,corresponding to the inflows from the south side of the road. B) The downstream tail water elevation is assumed to be at the crown of the 48-inch diameter pipe. This was chosen to estimate the headloss through the 12-inch cross culverts for various flow rates. This elevation is estimated from as-built drawings 13.5 NGVD 29,or 17.08 NAVD 88, C) All elevations,pipe sizes,slopes and diameters taken from City drainage maps of SW 43rd Street,and revised to NAVD 88 datum D) Backwater calculation methods based upon King County Surface Water Design Manual E) Cross culvert consist of a 5 If section of pipe and 54 If section of pipe. Pipe Barrel Pipe Barrel "R" Fric- Enter Enter Enter Exit Outlt Inlet Appr Bend Bend Junctn Junctn HW Grate Depth Segment Pipe Barrel Barrel Vel. crit TW Pari- Full tion EGL Loss Head Head Contr Contr Vel Loss Head "Q3" Loss Head Elev Elev. to WS Q Length Pipe "n" DS US Slope Ares Vel. Head depth Elev meter Flow Loss Elev "Ke" Loss Loss Elev Elev Head "Kb" Loss "Kj" Loss From To cfs 1 Size Elev. Elev. % s (fps) ft 1 ft ft ft ft ft ft ft ft 2 ft ft cfs ft (ft) (ft ft 2-yr Flow 48-inch 1 0.72 5 18 0,012 14.80 14.88 1.6% 1.766 0.408 0.003 on 17.080 4.710 0.375 0.000 17.080 0.500 0.001 0.003 17.084 0.001 0.000 0.000 0.360 0.334 0.001 17.084 20.220 3.136 1 2 0.36 54 18 0.012 14.88 14.98 0.2% 1.766 0.204 0.001 on 17.094 4.710 0.375 0.001 17.085 0.500 0.000 0.001 17.086 0.000 0.000 0.000 0.000 0.000 0.000 17.086 20.290 3.204 Total headloss through System 17.080 - 17.086 - 0. 006 10-yr Flow 48-inch 1 1.14 5 18 0.012 14.80 14.88 1.6% 1.766 0.645 0.006 17.080 4.710 0.375 0.000 17.080 0.500 0.003 0.006 17.090 0.002 0.000 0.000 0.570 0.334 0.002 17.091 20.220 3.129 1 2 0.57 54 18 0.012 14.88 14.98 0.2% 1.766 0.323 0.002 17.091 4.710 0.375 0.001 17.092 0.500 0.001 0.002 17.095 0.000 0.000 0.000 0.000 0.000 0.000 17.095 20.290 3.195 Total headloss through System 17.080 - 17.095 25-yr Flow 48-inch 1 1.38 5 18 0.012 14.80 14.88 1.6% 1.766 0.791 0.009 17,080 4.710 0375 0.001 17.081 0.500 0.005 0.009 17.095 0.002 0.000 0.000 0.690 0.334 0.003 17.096 20.220 3.124 1 2 0.69 54 18 0.012 14.88 14.98 0.2% 1.766 0.391 0.002 17.096 4.710 0.375 0.002 17.098 0.500 0.001 0.002 17.101 0.000 0.000 0.000 0.000 0.000 0.000 17.101 20.290 3.199 Total headloss through System 17.080 - 17.101 100-yr Flow 48-inch 1 1.62 5 18 0.012 14.80 14.88 1.60/6 1.766 0.917 0.013 17.080 4.710 0.375 0.001 17.081 0.500 0.007 0.013 17.101 0.003 0.000 0.000 0.810 0.334 0.004 17.102 20.220 3.118 1 2 0.81 54 18 0.012 14.88 14.98 0.2% 1.766 0.459 0.003 17.102 4.710 0.375 0.003 17.104 0.500 0.002 0.003 17.109 0.000 0.000 0.000 0.000 0.000 0.000 17.109 20,290 3.181 Total headloss through System 17.080 - 17.109 Notes (1) Pipe critical elevation not calculated since under backwater conditions (2) Ignore inlet control elevation since entire system under backwater File Name SW43cap.xls NOTE:FOR INTER5EMON y DETAus SEE SHEET 15 Y7 I tl1 � ly d 1 67 .-. z � - r Isa xoo _. _... _ -'- -..�c - - a. 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Perv. Pery Area x weighted imp. Subbasin Area Percent of Description Soil (1) Area Area CN CN PervCN CN Area ac Subbasin I Paved Roadway(800'x 28') 1.03 0.51 50% Impervious C 100% 0.51 0 86 0.0 Grassed Area(800'x20') 1.03 0.37 36% Grass Good Condition C 0% 0.00 0.37 86 31.8 Sidewalk 800'x8' 1.03 1 0.15 15% Impervious C 100% 0.15 0 86 0.0 103 1 1.03 1001/6 0.66 0.37 258.0 31.8 86.0 98.0 Subject: Development of Time of Concentration Estimate Equations Sheet flow T=0.42(nQA.8/(P)^.5(s).A,where n is sheet flow Mannings from table 3.5.2 KCSWDM L is length P is 2-year,24-hour rainfall, for this basin,P is 2 inches s is slope Velocity V=k(s)^.5,where k is velocity factor from table 3.5.2 s is slope Time of Concentration Velocity Travel Distance Slope Equation n or K (fps) ime(min) 10 0.050 Sheet Flow 0.15 0.1 1.4 8 0.020 Sheet Flow 0.011 0.7 0.2 10 0.020 Sheet Flow 0.15 0.1 2.0 272 0.004 Sheet Flow 0.011 0.7 6.5 185 0.004 Velocity 27 1.7 1.8 total 485 Tc(min)= 11.8 PROJECT/STUDY: 43RD DRAINAGE IMPROVEMENT - DATE PREPARED: 08-15-1997 TIME PREPARED: 16:15 PREPARED BY: MIKE GISEBURT SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-lA RAINFALL DISTRIBUTION DESIGN FREQUENCY: 2-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 2.00 INCHES ------------------------------------------------------------------------- BASIN j PEAK IT-PEAK I VOL I PERVIOUS I IMPERVIOUS I TC NAME i Q I HRS I CU-FT I ACRES CN I ACRES CN I MIN j ------------------------------------------------------------------------- 1 .36 7.83 5386 .4 86.0 .7 98.0 11.8 SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-lA RAINFALL DISTRIBUTION DESIGN FREQUENCY: 10-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 2.90 INCHES ------------------------------------------------------------------------- BASIN I PEAK 'T-PEAK I VOL I PERVIOUS I IMPERVIOUS I TC 1 NAME ! Q HRS CU-FT I ACRES CN I ACRES CN I MIN ------------------------------------------------------------------------- 1 .57 7.83 8504 .4 86.0 .7 98.0 11.8 SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-lA RAINFALL DISTRIBUTION DESIGN FREQUENCY: 25-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 3.40 INCHES ------------------------------------------------------------------------- BASIN I PEAK IT-PEAK I VOL PERVIOUS I IMPERVIOUS I TC NAME Q HRS I CU-FT I ACRES CN I ACRES CN I MIN ------------------------------------------------------------------------- 1 .69 7.83 10277 .4 86.0 .7 98.0 11.8 SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-lA RAINFALL DISTRIBUTION DESIGN FREQUENCY: 10-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 3.90 INCHES ------------------------------------------------------------------------- j BASIN j PEAK T-PEAK VOL i PERVIOUS i IMPERVIOUS TC NAME j Q HRS I CU-FT j ACRES CN , ACRES CN i MIN ------------------------------------------------------------------------- 1 .81 7.83 12069 .4 86.0 .7 98.0 11.8 PROJECT/STUDY: 43RD DRAINAGE IMPROVEMENT - DATE PREPARED: 09-04-1997 TIME PREPARED: 08:26 PREPARED BY: MIKE GISEBURT SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-IA RAINFALL DISTRIBUTION DESIGN FREQUENCY: 2-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 2.00 INCHES ------------------------------------------------------------------------- NAME N PQAK THRSAK I CUOFT I ACRESIOUCN ACRES IMPERVIOUS CN MIN ------------------------------------------------------------------------- 1 .39 7.67 5391 .4 86.0 .7 98.0 6.0 DESIGN FREQUENCY: 10-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 2.90 INCHES ------------------------------------------------------------------------- BASI TC US NAME N I PQAK IT HRS I CU FT ACRESIOUCN I ACRESVIOCN I MIN I ------------------------------------------------------------------------- 1 .62 7.67 8511 .4 86.0 .7 98.0 6.0 2S DESIGN FREQUENCY: +&-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 3.40 INCHES ------------------------------------------------------------------------- BASIN PEAK T-PEAK I VOL I PERVIOUS IMPERVIOUS I TC NAME Q I HRS CU-FT I ACRES CN I ACRES CN I MIN ------------------------------------------------------------------------- 1 .75 7.67 10286 .4 86.0 .7 98.0 6.0 DESIGN FREQUENCY: l"-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 3.90 INCHES ------------------------------------------------------------------------- BASIN I PEAK IT-PEAK I VOL I PERVIOUS ( IMPERVIOUS I TC NAME I Q I HRS I CU-FT i ACRES CN I ACRES CN I MIN ------------------------------------------------------------------------- 1 .89 7.67 12079 .4 86.0 .7 98.0 6.0 Table 2 City of Renton - SW 43rd Street Improvements Subject: Review of headloss at various flow rates for cross-culvert Date: (8/18/97) Assumptions A) From HYD model results the peak flows entering are: 2-yr 0.36 cfs 10-yr 0.57 cfs 25-yr 0.69 cfs I00-yr 0.81 cfs It is assumed that the peak flow would double at CBI,corresponding to the inflows from t th side of the road. B) The downstream tail water elevation is assumed to beat the crown of the 48-inch diameter pipe. This was chosen to estimate the headloss through the 12-inch cross culverts for various flow rates. This elevation is estimated from as-built drawings 13.5 NGVD 29,or 17.08 NAVD 88. 5 C) All elevations,pipe sizes,slopes and diameters taken from City drainage maps of SW 43rd Street,and revised to NA 88 datum D) Backwater calculation methods based upon King County Surface Water Design Manual / E) Cross culvert consist of a 5 If section of pipe and 54 If section of pipe. (_ Pipe Barrel Pipe Barrel "R" Fric- Enter Ent Ente Outlt Inlet Appr Bend Bend Junctn Junctn HW Grate Depth Segment Pipe Barrel Barrel Vel. crit TV Pari- Full tion EGL Loss end Contr Contr Vel Loss Head "Q3" Loss Head Elev Elev. to WS Q Length Pipe "n" DS US Slope Area Vel. Head depth Elev meter Flow Loss Elev "Ke" Loss ss Elev Elev Head "Kb" Loss "Kill Loss From To cfs (If) Size Elev. Elev. % s (fps) ft) 1 ft ft ft ft ft ft ft ft 2 ft ft cfs ft ft ft) (ft) 2-yr Flow 48-inch 1 0.72 5 12 0.012 14.80 14.88 1.6% 0.8 0.9 0.0 na 17.08 3.14 0.25 0.0 17.1 0.5 0.0 0.0 17.1 0.0 0 0.0 0 0.00 0.00 17.098 20.22 3.1 1 2 0.36 54 12 0.012 14.88 14.98 0.2% 0.8 0.5 0.0 na 17.098 3.14 0.25 0.0 17.1 0.5 0.0 0.0 17.1 0.0 0 0.0 0 0.00 0.00 17.108 20.29 3.2 Total headloss through System 17.08 - 17.108 0.028 10-yr Flow 48-inch 1 L14 5 12 0.012 14.80 14.88 1.6% 0.8 1.5 0.0 17.08 3.14 0.25 0.0 17.1 0.5 0.0 0.0 17.1 0.0 0 0 0.00 0.00 17.125 20.22 3.1 1 2 0.57 54 12 0.012 14.88 14.98 0.2% 0.8 0.7 0.0 17.125 3.14 0.25 0.0 17.1 0.5 0.0 0.0 17.1 0.0 0 0.0 0 0.00 0.00 17.149 20.29 3.1 Total headloss through System 1 8 - 17.149 = 0.069 25-yr Flow 484nch 1 1.38 5 12 0.012 14.80 14.88 1.6% 0.8 1.8 0.0 17.08 3.14 0.25 0-0 17.1 0.5 0.0 0.0 17.2 0.0 0 0.0 0 0. 0.00 17.146 20.22 3.1 1 2 0.69 54 12 0.012 14.88 14.98 0.2% 0.8 0.9 0.0 17.146 3.14 0.25 0.0 17.2 0.5 0.0 0.0 17.2 0.0 0 0.0 0 0.00 0.00 17.181 20.29 3.1 Total headloss through System 17.OR - 17.181 = 0.101 100-yr Flow 48-inch 1 1.62 5 12 0.012 14.80 14.88 1.6% 0.8 2.1 0.1 17.08 3.14 0.25 0.0 17.1 0.5 0.0 0.1 17.2 0.0 0 0.0 0 0.00 0.00 17.1 i 20.22 3.0 1 2 0.81 54 12 0.012 14.88 14.98 0.2% 0.8 1.0 0.0 17.171 3.14 0.25 0.0 17.2 0.5 0.0 0.0 17.2 0.0 0 0.0 0 0.00 0.00 17.220 20.29 3.1 Total headloss through System 17.08 - 17.220 = 0.140 Notes (1) Pipe critical elevation not calculated since under backwater conditions (2) Ignore inlet control elevation since entire system under backwater File Name SW43cap.xls PLANNING/ BUILDING/ PUBLIC WORKS DEPARTMENT "s,�Y O MUNICIPAL BUILDING 200 MILL AVE. SO. RENTON, WASH. 98055 EL -� ♦ UTILITY SYSTEMS DIVISION - 235-2631 � NT TRANSPORTATION SYSTEMS DIVISION - 235-2620 TO: DATE: / JOB NO.: RE: ATTN: GENTLEMEN: WE ARE;SENDING YOU 51,,�<TTACHED ❑ UNDER SEPARATE COVER VIA THE FOLLOWING ITEMS: ❑ SHOP DRAWINGS ❑ PRINTS ❑ REPRODUCIBLE PLANS o SPECIFICATIONS ❑ COPY OF LETTER ❑ COPIES DATE NUMBER DESCRIPTION AND REMARKS tiu i THESE ARE TRANSMITTED AS CHECKED BELOW: O FOR APPROVAL ❑ APPROVED AS SUBMITTED ❑ RESUBMIT COPIES FOR APPROVAL FOR YOUR USE ❑ APPROVED AS NOTED o SUBMIT COPIES FOR DISTRIBUTION AS REQUESTED ❑ RETURNED FOR CORRECTIONS o RETURN CORRECTED PRINTS ❑ FOR REVIEW AND COMMENT ❑ ❑ PRINTS RETURNED AFTER LOAN TO US COPIES TO: L SIGNED TITLE IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE FACSIMILE COVER SHEET IZE To: Scott Woodbury ■ City of Renton Fax: 235 2541 ■ Phone: 277 5547 From: Reed Kelly Phone: 69 69 Date/Time: ?8/21/97 4:27 PM Rages (including cover): Cost Account: 12 00381 10000 0006 / 113711 Transmission Questions: Receptionist/ 200-695-4540 Message: Re. City of Renton - SW 43rd Street Miscellaneous Storm Drain Improvements Project Utility Locating Scott, attached is a copy of APSS proposal for locating the utilities at 80th Ave. SoNalley Parkway and Lind Avenue intersections for the referenced project. We have authorized APS to proceed with the work. The work will be performed this corning Sunday (August 24) in the early morning hours so that traffic control/traffic control plan will not be necessary. Dave Schaff, our project staff engineer, will be there to oversee the work, locate the utilities and gather other information on the utilities at this time as well. I will follow up next week with APS's subconsultant agreement as well as a draft contract amendment to the City for this work. Reed clkclly\rctn43,r11rx970821,d c 1001 Fourth Avenue, Suite 2500 Scathe, WA 98154-1004 Phone (206) 695-4700 Fax (206) 69S-4701 10 'd ZLLV 969 90E 'ON Xb� ONI `71038 'M 'a Wd ZS:VO AHI L6-2-OAV Aug-22 -97 12: 53P LOCaA-1"U, itca.. . — -- APPUEO PROFESSIONAL SERVICES INC. Soluoons not Exceed bpeclavons DATE: . 9 7 TO: /2eG- COMPANY: ! E k FAX: �i 9� J �7 7a TEL: 4/7 4/z FROM: APPLIED PROFESSIONAL SERVICES,INC. 165 N.E. JUNIPER,SUITE 200 ISSAQUAH,WA 98027 TEL: (425)313-1034 FAX: (425)392-1602 NAME: �//� ���.�✓�C/ Gi // NO. PAGES INCLUDING COVER SHEET: COMMENTS:„ ���� d�iG��z .6:1 66 l9 lie i✓� 165 KE,Juniper Iasaqwah,WA 93027 •Tal:CW6)311.1034 Fax:(206)392.1601 • 301edll••'u011ry pocholing i exca•atlns pelrate utllley focadn= Water ieah demdon • Utlllt7 locating for design Electric/arltllnding ►reconstructloe Vldao K 'd ZLV 969 9H 'ON XV. ONI T38 'M Wd ZS:VO Hi 16-1Z-MV 1 T G J A:�g-21 -97 12 : 53P Locating, inc. ✓ —i v v r. Bi.D E TS [MATE APPLIED R. W. Beck PROFESSIONAL Mr,Reed Kelly SERVICES INC. Sc�:o�s7nr, Excce Ejreetcr,nns Project: City of Renton-SW 43rd Street Storm Drain improvement Job/Cost Account Dumber: 12-00381-10000-0006 August 71, 1997 APS is pleased to submit the following bid estimate for locating of underground utilities for the above referenced public improvement project in the City of Renton. SCOPE OF WORK: Locate and mark conductible utilities as indicated on client's intersection map and fax sent 081'07197_ 1. Obtain all available utility company and municipal as-built maps and ri=wds. 2. Designate and mark horizontal locations of underground utilities. 3. Work with R.W. Beck on-site engineer to identify,as accurately as possible,the size,type and approximate depth of designated utilities. (See cornment below regarding utility depth), COST ESTIMATE: Two field technicians for five-hours: Sb00.00. TOTAL: Not to exceed S600,00 without client approval. COMMENTS, 1. Your cast will be lower if we complete the work in fewer than the estimated hours. 2. This bid includes all equipment,supplies, mobilization and travel required to accomplish the work. 3_ Work will commence at 7 a.m.,Sunday,August 24, 1997. This will mitigate needing traffic control or lane closures during high traffic hours at this busy intersection. 4, in most instances, design locating is a single person task. However, for safet)'reasans due to working in traffic within this potentially busy intersection we are recommending a two person crew. S. Without physically exposing underground facilities by air/vac potholing,we do not guarantee the depth of any utility_ We will communicate aptnoximate depths,as indicated on the Metrotech locating instrtanent,to the engineer. We do not advise using these approximations for design or excavation purposes. 6. We will begin the work as noted in 93 above subsequent to a verbal notice to proceed from R.W. Beck. 7. Subject to confirmation, we(Ted)understand that the City of Renton will be marking the water. Respectfully submitted, f� William D. Massengtll President 165 N,E.Juniper • tesaquah.WA 99027 - Tel:t206)313.1034 • Fix:(206)392.E 6c2 • sofidl("utility potM,olin=t eaca.sNnj t'rt'tete vdliry locating W&W loai det mlon • iodate lecadng for de,lp Electric BuIrlIndlnj ►roeorntrwccion Vldea 90 'd ZLLV 969 9H 'ON Xd. ONI 'K38 'M Wd Z9 :VO AH1. L6-2-Cf V l - - - Aug-21-97 12 : S3P Locating , Inc . AFL DJ7c A KIP We- PATE Mr.�roOln'1 FSEDGW CORA CERTIFICATE OF INSURANCE TIIIS CERTIFICATE IS ISSUED AS A MATTER Of imrowimi OIILT AND CONFERS NO RIGHTS UYUK Ilk CERTIFICATE 11OLUER. TIIISCERTIFICATE DOES RolMENU, EXIENU OR EOG II I C K J Arl E S O F LI A -_ ALT�R,TIIE_ZOVERAGE,AFFORDED• I C K N O B L E L 0 N h D E S COMPANIES WORDING COVERAGE 2 10 1 FOURTH AVERVE coL, ANY "---' —...--_._,• -_...... -_. _ - 5EATTLE HA 98121 206 491 - 5900 p Reliance Insurance Co COUPANY sreunEv Appplied Pro i es5f 0na1 S a r v I C e s COMPANY utlIIam D - MassengiII C 7961 - 1 6 B t h Avenue 11E 1 — — ----" Redmond 11A y805Z r_puIPANY Q THIS IS TO CERTIFY THAT CCNEfIA4ES _ I1IDICAIED, IIOTNIT ISTANDINGEANYLREQUIREMENT, TERMICIES Or EORICOHDITIOMSTEU H OIFV ANY OECONTRACTEN DOROOTIIER THE IDOCUNEOIIIrF111011A RESPECT BOVE RTOIINt110 THIS E POLICY ERIUU CERTIFICATE NAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS. 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ONI 'KH 'M Wd £5:b0 AHI 3-2-OnV Aug-21-97 12 : 54P Locating , ins - ""--- RANCE . 1' DATEIfIY°orrq CERTiFICATE!OF�=LIABILITY, INSU °, ' -� — �� --�'�"•-"'^''` ' ` `'' - ' - TriIS I:EATtFICAI'E IS ISSUED AS A MATTER OF INFORMATION S E D G W I C K J A M E S ,OF W A ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE SUITE:1.704 HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 21 O1 .f OU R 1' A Y E N U E ALTER THE COVERAGE AFFORDED dY THE POUCIES BELOW. SEATTLE, . WA 93121 COMPANIES AFFORDING OVERAGE COMPANY A r r .wa�D cOMPANY Applied professional = Sorvic*s B Willi am;-D. .Massan4i11 . COMPWY 7981 " ,168th Avenue -NE c Radmond 'NA 98052 C pAKY COVERAGES THIS 13 TO CERTIFY TIKAT THE' -HE POLICY INSURED NED ABOVE FOR 7 INDICATED.NO TKSTANOLNO ANYIEZ REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OROF INSUNCE LISTED BELOW hAyE BF-EN ISSUED TO £OTHER DOCCUMENT WITH RESPECT TO WHICHRTHLS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN. THE INSURANCE AFFORDED BY TfyE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS. OCCLUSIONS AND CONDITIONS OF SUCH POLICIES,LIWS SHOWN MAY HAVE BEEN REOUCED BY PAID CLAIMS. 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T— AS SHOWN STA.OiO TO - ,,.. ..._.- ,_.. .... ........ ....:.,.�71�7»-._ ....., 0 STA 27•50 _.. _. .-_. ,duL'se SYSTEM ..... ....- Post-it®Fax Note 7671 Date ��y7 pagof es 1 To U� rcc �iSC�ov" From (1)0o S Co./Dept. Co. Phone# Phone# Fax# Fax# g - i I~ . CITY OF RENTON TELEPHONE/CONTACT RECORD Contacted: Mike Giseburt, RWB Date of 8/18/97 David Sowers, HWA Contact: Scott Hardman, HWA Telephone No.: Time: City of Renton Scott Woodbury File No.: Olympic Culvert Replacement Contact: SW 43rd St Drainage Imp. SUBJECT: Location: Phone Conference Items Discussed. Olympic Pipeline. Using the loadings in HWA's draft report, Scott W calculated the depth of embed for sheet piling would be around 20 feet, assuming a 9-foot deep trench. Sheet piling comes in standard 40 foot lengths which may conflict with overhead power lines. Could potentially install in two pieces, but would cost more and take more time. The 1 15kv power lines crossing the channel need to be shown on the drawings. The lines cross twice traveling to and from a PSE substation south of the channel. The ability to potentially de- energize the power lines should be brought to the contractor's attention. Frank Miller of PSE indicated to Scott W in a previous phone call that a 15-foot minimum clearance from active 1 15kv lines is required. Constructing in wet is most critical for potential impact to the Olympic Pipelines. Hong West will revise their response to the City/RWB questions to identify the potential impacts of constructing in the wet (more settlement, more difficult to support Olympic Pipelines, etc). HWA will not produce a final report until the draft report is circulated to Seattle, Olympic, and others for comment. SW 43rd Street Drainage. Scott H ackowledged that the depth of cover was less than typically desired for jack and bore methods. Therefore, it would be even more critical to maintain head pressure and prevent sloughing at the cutting face if jack and bore is to be used. Recommended Follow-up: c c: Post-it®Fax Note 7671 Date 8/1�If pages" To Co./Dept. Co. Phone# Phone# Fax# Fax# 08/18/97 PLANNING/ BUILDING/ PUBLIC WORKS DEPARTMENT ��ti�Y p MUNICIPAL BUILDING 200 MILL AVE. SO. RENTON, WASH. 98055 ,UTILITY SYSTEMS DIVISION - 235-2631 � 7 0� 0 TRANSPORTATION SYSTEMS DIVISION - 235-2620 TO: 11- DATE: ! JOB NO.: �yr RE: ATTN: GENTLEMEN: WE ARE;SENDING YOU }� ATTACHED ❑ UNDER SEPARATE COVER VIA THE FOLLOWING ITEMS: ❑ SHOP DRAWINGS /❑ PRINTS ❑ REPRODUCIBLE PLANS ❑ SPECIFICATIONS ❑ COPY OF LETTER ❑ COPIES DATE NUMBER DESCRIPTION AND REMARKS �` 24/ Calf es 6 i Qerld 6S qt THESE ARE TRANSMITTED AS CHECKED BELOW: ❑ JFOR APPROVAL ❑ APPROVED AS SUBMITTED ❑ RESUBMIT COPIES FOR APPROVAL FOR YOUR USE o APPROVED AS NOTED ❑ SUBMIT COPIES FOR DISTRIBUTION ❑ S REQUESTED ❑ RETURNED FOR CORRECTIONS ❑ RETURN CORRECTED PRINTS ❑ FOR REVIEW AND COMMENT ❑ ❑ PRINTS RETURNED AFTER LOAN TO US COPIES TO: SIGNED TITLE IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE iui. 4 i 1d1 lug T�. M. ua.vn� anu Post-it®Fax Note 7671 Date LY pages r / From t �.th /-�,�)< ^,�t'�L'L�: •.Z y/ �t b.� To 5 w r g, t/1/Guqj Co./Dept. H Co. Phone# Phone# Fax# Fax# CIi'Y OF P- N-10N 57A a-k, _ la%i C%)vfy t7l'4 ll?s-277 _55z1 T?LkNS70=JLTIO14 SYS:s3dS-TRAP:: -... 7,R�. IC CONT°0L PLAN O.t F� /4 G✓CJ T A2?L DAI+: 7- Z 3 -9 '7 CONS?RU ON COt.�AtfY: ,eve. GXlf FsONZ !: C=�) —.�-°�0�• COHSt�UC:10N StIP�SLT`1T=HOCr4: Oa� oc..i rAx i= (7-- Olt CJNS;EUGTTON wu�aN: S i 9 e t< St Oo ttcl. 4 � P `/WSQU �roaTc nTCT: S:oo b..M. - 2:0o P.M. 1ppaovi� aY_ ,1un G r xaxx DAMo Jut 2B b 2 19 7 ArPaovAL DA=' r 3Ee0iLE A:" C"�O3TJIZ.= TiSE LOCAL ?%ONE. TRS :c KO'iES: 1) cXLL 91L. T PCG:C OUAAT'f' T3 ?IQI�'tG OAY$ ?RI04 TO 'TOM 21 Tins Pt LN UaS: 3E SJJ3L=-,= AT I�LST/TF 1-1 (0) // / A/ !r/o/ / 977 / 1. o.. tz-�n. /d fii � •. �rJ f S=TCH Trat{Cc �N0R7:-i �litatl at ttt� 6� at ail ti was du r i rg work. ltiou rs. `y � z) See- K-7 a , LAr'°~ .��e R►6Mr RoAo 1 L L. '�'' dP�'a� Y G/4L e lG �g wrotitC t— AREA 3 oo,ICE CtyY T_ CtNTRACCR I t I have bee„ informed of my raspansfhuities for troftc eanirat and NsC:aR rt1�'NArrs agree to comply ..'lh �t trafrc regutatiwz of the City of Renton. vE�ai SIGNATURE: D17B: Z ;�17 POEcr ss� GA AY JU4.-e4-d( IMU 14• iJ nong West ana nssoc{ates inn trU. I IUIUUU 1 . V1 .. 07/24/97 12:91 FAX 209 295 2541 I RENTON P/B/PW 0 002/002 representing } agree to comply with 1 traffic regulations of the City o ffi f Renton. I shall prepare a traffic control plan and obtain City approval of that plan. That plan shall be implemented fbr all street and Iane closures, and the plan shall be performed !a compliance with the Manual of t riifbrm'Traffie Control Devices. I shall notify emergency services twenty-four (24) bours before any street or lane closures. I understand any lane or street closures not in conformance with the approved traffic control plan and/or without notification of emergency services may result is my receiving a ciiation for violation of R,C,W, 47.36.200 through 47.36.220, 9A.36.050 Recldess Endangerment, and other.applicable State and City codes. I certify I am responsible fbt the project lad the responsible party to be cited for violation of R.C.W. 47.36,200 through 47.36.220 or 9A.36.050 REcidess Endangerment, and other applicable S e and City codes. •NAME: ss : — - HOME ADDRESS: E—� R��=� WORK ADDRESS: WORK PRONE: �ZS ���.,o,lto� Ho1KE P13orrE:42� 33�7 2�g-7 COLOR EYES: WEIGHT: '<J HEIGHT: COLOR EAIR: WASHINGTON STATE DPI'V M'' LICENSE NUMBER: h:Wiviliatt.�ltaampor.uclop�ndol�s4sonl�u 't•• I'" Post-ir Fax Note 7671 Date #of E To Pages CU From S. Co./Dept.C� Co. Phone# i7 — Phone# Fax# r�G�•� 2 Fax# "u I>: W4-2(L) N20-51R1 W21-4 ERo Black on Orange t10TE RIGIIf IuIE VOR 1. If Buffer Vehicle is not used see or reverse cone roper to 11EA0Buffer Data Table for required show end of work ores wE"o buffer space distance. G20-2a ' 500' ! Buffer Vehicle with ! TN.A (optional) L x x ! x 100 i / 1 C 1 1 1 /CARK R BUFFER DATA SIGN SPACING TABLE CIIAt1UELIZIfIG Buffer Space Rood T DEVICE SPACIIIG IFTI _ wo•/ type Speed Sp It•1P111 25 30 3E470 4S 50 55 60 65 Freerroys and 159�0 _ 1IPN roper Tangent Expressways 55/65 tlfll for as per50/65 40 80 B IFTI = 55 8512 220 280 335 415 485 t.IUTCoI Buffer Vehicle Roll Ahead DistanceRural Roods 45/55 IIPII I 500'! 35/45 30 60 lJrbon ArIerlols 35/40 I•IPII 350't 25/30 I 20 40 4 Yard Dump (ruck Stationary Moving 24.000 LBS Operation Operation Urban Streets Res idental B IFT) = 100 115 and Business 25/30 mrii 200'! Districts F(DH R O� n n Roll Ahead Stopping Distance Assumes U' r�W Lr, tr,ILS 65 HPII Speed and Dry Pavement I6 QIEH(IQ u U19M HIMMUll TAPER 1E11GTN - L IN FEET c�JIS Lone Posted Speed ItiP1ll TRAFFIC CONTROL PLAN Width ( feed 25 TO 35 40 45 50 55 65 IAS4111GI011 ST"IE DEPARNE111 Or TR"IISPORI"11011 LEGEND oEluPIA, WASRDIGIorl 10 �105 150 :05 �2i0 �50ISOC '50 a a a ChonneIizing Oevices 11 115 165 T1_ _r1 I 455I550 VM Sequential Arrow Sign 112 , 125I LBO 5�0 600 i90 TyPIC010PPlicotion - daytime operation of short duration on a four-Iona divided road Noy wliere one lone is closed. "PPROVEO t10tIT11 DAY, YEAR l ncorfor o rod cronjej to Crnaprer 6 01 nulc0 nnc rei�gnN SJOI o"1E[-RIE'41SIC11 el !_:?R 0 STANDARD PLAN K- 7 al_JiLdga�aT a_loot 1L!!S�I JUL-24-97 THU 14: 13 Hong West and Associates FAX NO ((67506 F Ul 07/24/97 12:31 FAX 206 233 2541 t, RENTON P/B/PW Z 002/002 r"\a representing C agree to comply with l traffic ragulatIons of tha City of Renton. I shall prepare a traffic control plan'and obtain City approval of that plans. That plan shall be implemented for all Street and lane closures, and the plan shall be performed in compliance with the Manual of Uniform traffie Control Devices. I shall notify emergency serv!M twenty-four (24) hours before any street or lane closures. I understand any lane or street closures a6t in conformance with the approved traffic =trot plan andloc without notification of emergency services may result in my receiving a citation for violation of R,C,W, 47.36.200 through 47.36.220, 9A.36.050 Reckless Endangerment, and other applicable State and City codes. I certify I am responsible for the project and the responsible party to be cited for violation of R.C,W. 47.36,200 through 47,36.220 or 9A.36.050 Reckless Eudang=nent, and other applicable Seand City codes. NANM: L- V% D.a_'B.: 3-- - SSA: — HOME ADDRESS: a� WORT{ADDRESS: �- LX Yl�Y�.U� WORX PRONE: ZS A 0 HOME PHONE:4-2,,S� 3-- 7 2c 4_7 {pfit� � � a,..i.: COLOR EYES,_.) _. 1�VEjGF T: {6 HE7GHT:�_ COLOR HAIR: WASHINGTON STATE bRI'Vi1LS ;t:ICENS;✓ NUMEER: h:�.dlYllt0f1.3�lWttS�OC.1dL10plcid4�ttl�COR��IC7- �1:.' ��„ Post-it'Fax Note 7671 Date #of To F Pages rom G� Co./Dept.^` V �� t.�i Co. Phone# 2-7 _ Phone# r Fax# (}"� Fax# i . THE CITY OF RENTON DEPARTMENT OF PLANNING/BUILDING/PUBLIC _ .... _ WORKS FOURTH FLOOR -_ 200 MILL AVENUE SOUTH RENTON, WASHINGTON 98055-2189 --=_---- = FAX: 235-2541 - To: 04tA Sowe/'s Company: Phone: Fax: From: �A" (/Ju4A`7 Company: Phone: 11 2,5 - -Z,7 Fax: Date: Pages including this cover page: -� Comments: PAVI d 40 1 7( frig c1 1 Z5 Z z,�y� r Gy ¢Tit;f�s av lie C-�/t► i L�yl I, representing agree to comply with all traffic regulations of the City of Renton. I shall prepare a traffic control plan and obtain City approval of that plan. That plan shall be implemented for all street and lane closures, and the plan shall be performed in compliance with the Manual of Uniform Traffic Control Devices. I shall notify emergency services twenty-four (24) hours before any street or lane closures. I understand any lane or street closures not in conformance with the approved traffic control plan and/or without notification of emergency services may result in my receiving a citation for violation of R.C.W. 47.36.200 through 47.36.220, 9A.36.050 Reckless Endangerment, and other applicable State and City codes. I certify I am responsible for the project and the responsible party to be cited for violation of R.C.W. 47.36.200 through 47.36.220 or 9A.36.050 Reckless Endangerment, and other applicable State and City codes. NAME: D.O.B.: SS#: HOME ADDRESS: WORK ADDRESS: WORK PHONE: HOME PHONE: COLOR EYES: WEIGHT: HEIGHT: COLOR HAIR: WASHINGTON STATE DRIVERS LICENSE NUMBER: h:\division.s\transpor.tat\operatio\traf-con\fines JUL-24-97 THU 10:36 Hong West and Associates FAX N0, 7757506 ' P, 01 Y�1 +IONGWEST & ASSOCIAT ES, INC. Geotechnical Engineering FA"ITTAL Hydrogeology Geoenvl ro n mental Services Testing & Inspection Date: Wednesday, July 23, 1997 To: Scott Woodbury City of Renton Fax No.: 425-235-2541 Phone No.: 425-277-5547 From: David Sowers Project No.: 8919-400 Total number of pages including cover sheet: 3 Subject: Traffic Control Plan for SW 43rd Drainage Improvements Project ORIGINAL TO FOLLOW BY MAIL ❑ Yes ® No Remarks: � s�� !�' �✓' /f7 ■ If you did not receive the total number of pages, if the copy is unclear, or you received this fax by mistake, please call us at (206) 774-0106. 19730-64th Avenue West Lynnwood, WA 98036-5904 Tel. 206-774-0106 Fax. 206-775-7506 JUL-24.97 THU ,10:3711,J� ��Honi'1 WeR.stL and Associates FAX IMI ,NO11W., `7757506, �L �P, 02 -11 31Qt C= OF RENTON T}tANSPORTA,TIONSCS CONTROL 0TRAFYC OPERATIONS 11CA14 comes r APPL DAM >' _3 -9 7 CONSTRULnON COWPANY: FRONZ P (2o6) 7-744 O/Ofo ADDRESS: If 3 e • Sf r4 Avt•� f CoxsTRucnoN surERlrmND9Nr �;cl fcc. ItAX f= (zp6)� SoCo CONSTRUCTTON LOCATIaN; e tc SF xoax TIME: APPRovED BY. WORK DATE: APPROVAL DATE: )TOTES; 1) CA11. 411, YW It nUd DGPARTUM 3 MOPE A,`�Y CSOSIIRE. TISE LOCAI. ?HOME' Z) TKis FLm RUST BE sueu m AT LEAST TRREE (3) W'oi II o DAYS PRIOR TO 'EOM co>tT�sNTs: Tl/� io o �or•� Sko•.lo! /ct elY M---- F rre, '!� ✓ -� tic ci�Gl� f '2 i999 6 0, n..a.' oil..'/, ETCH N� NORTHor SST�Q �A N x x x GG,,t el 4#IF 4 D 4FRCE COPY I ha-e beer+ informed of my raspansblities for trafCc control and CCNTRAC=R agree to Cornpty with 911 teaft¢ regulations of the City of Renton. LNSPECTOR nttL W S Paucr 4M PEA SIGNATURE: I)?tTE: 2 3 P FIRE ,1u GaAY 6 VL+e\dmati�an�., ' C_ c r— W4-2(L) W20-5(R) W20-1 GENERAL NOTES I f\D ROAD The maximum spacing between chonnelizing G20-2 RIGHT LANE devices in a taper should be nearly equal co CLOSED CONSTRUCTION in feet to the speed limit:the maximum END AHEAD AHEAD sppacing between channelizing devices used CONSTRUCTION to separate traffic should be 2 times the speed emit. C or reverse cone O toper to show Trailer or truck with flasher W end of work � r L .......LX X x� MIMMUM TAPER LENGTH (L)IN FEET X Posted Speed (mph) I-500'MAX� 25 30 35 40 45 50 55 pp x WOR AA A y 0 « v 10 105 150 205 270 450 500 550 o_ V O O ;11 115 165 225 295 495 550 605 °O o" E ._A W--ta H--W H—a �---i ta--� —"— Jvt 125 180 245 320 540 600 660 U) 0 41 41 Sign Spacing - X Freeways 50/55 MPH 1000' Expressways ::E> (kXban Arterlols 40/55 MPH 500' 0 n Urbon Streets 25/35 MPH 250'= — ResidentialPj Business Districts m m -n z�,102=�,Im CNI, ♦ � o TRAFFIC CONTROL PLAN �,s a.a�rawiwr r w.wrw sww.we+� LEGEND I ~ a a a CHANNELIZMIG DEVICES SEOUENTIAL ARROW SIGN _24_p2 Added Distance From Work Are t G2a-2 10-18-9,Revl nod Tables. Added "For ASN _ ,m April 24,1992 Local A enc Ulan" Reel d Typical Appllcotion - Daytime operation of short duration on a OATS RENASM By APPR'a STANDARD PLAN K-7 four-lane divided roadway where one lane is closed. O W LETTER OF TRANSMITTAL TO: Scott Woodbuj��, PE, City of Renton- Surface Water Ujjhjy ? 200 Mill Avenue S Renton, Washingion 98055 4 1JG We are sending you the following items X Attached Under separate cover via i997 Specj 514011� /V?-Olv Samples Plans Shop drawings Prints 4 ...... ...... -0 Copy of letter Change Order ...... ...... COME DATE NO. DESCRIPTION S 1 8/11/7 Draft SW 43rd Street Geotechnical Report from Hong West These are transmitted as checked below: Resubmit copies for review ...... For approval ..... Reviewed as submitted Reviewed as noted Submit copies for distribution For your use...... ..... ..... ..... ..... ...... ..... ..... Return corrected prints Returned for corrections As requested...... ..... X For review and comment FOR BIDS DUE 19 PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: .............................................................................................. ....................V ................ ....... ... .......................................................................................... ................................. #* ........ ... ........ ..... ..............................................................:. .......... TERNALU-J85-ONLY ............................................................. ...... IN ........ ...................................................................................... .... .. ..................... ................................................................. ........................... ........................................................................I......................................................................... ................................................................I......... .................................. ................................................................................... ... ................................I......... Attention: Date: Project Number: 12-00381-10000 File Code:3 101 Re: I I (nAwwshare\1trtms.doc) U'I flONGWEsr & ASSOCIATES, INC. Geotechnical Engineering t Hydrogeology August 8, 1997 Geoenvi ron mental Services HWA Project No. 8919-400 Testing &Inspection ' R.W. Beck 1001 Fourth Avenue, Suite 2500 ' Seattle, Washington 98154 Attention: Mr. Michael Giseburt, P.E. Subject: RESULTS OF GEOTECBMCAL STUDY SW 43rd Street Drainage Improvement Project ' Renton, Washington Dear Mr. Giseburt: tPursuant with your request, Hong West & Associates, Inc. (HWA) completed a geotechnical study for the proposed drainage improvement project at the SW 43rd Street tand 80th Avenue South intersection in Renton, Washington. The purpose of this study was to explore and evaluate the subsurface conditions in the vicinity of the subject t intersection and, based on the conditions observed, provide geotechnical recommendations for installation of a 54-inch diameter culvert. ' A proposal for this geotechnical investigation was submitted to R.W. Beck, Inc. on June 9, 1997. Written authorization for the work was subsequently given by Mr. Michael Giseburt in a subconsultant agreement dated July 22, 1997. The scope of work completed ' for this project was consistent with that described in our proposal and included drilling one 20-foot deep boring at the intersection, conducting laboratory testing, and preparing this letter report summarizing the results of our investigation and recommendations for ' geotechnical aspects of the proposed improvement. SITE AND PROJECT DESCRIPTION Our understanding of the project is based on discussions with and design information ' provided by Mr. Giseburt. We understand that a 54-inch diameter reinforce concrete culvert will be installed across SW 43rd Street, connecting two existing storm drain lines on the north and south sides of the roadway. The planned invert elevation of the culvert ' will be approximately Elevation 8 feet, or 12 feet below the existing ground surface at this location. We understand the culvert will be installed using either conventional utility trench"cut and cover" methods, or trenchless technology such as microtunneling or pipe ' jacking. 19730-64th Avenue West Lynnwood,WA 98036-5904 ' Tel. 206-774-0106 Fax. 206-775-7506 1 August 8, 1997 ' HWA Project No. 8919-400 The location of the project site and general layout is shown on the Vicinity Map and Site ' and Exploration Plan, Figures 1 and 2, respectively. The site is located in a commercial and industrial area within the southern portion of the City of Renton. ' FIELD AND LABORATORY INVESTIGATION ' On July 31, 1997 a geotechnical engineer from HWA monitored the drilling of one 21'/2- foot deep boring in the vicinity of the proposed culvert. The approximate location of the boring is plotted on the Site and Exploration Plan, Figure 2. The boring was drilled using a Mobile B-61 truck-mounted drill rig owned and operated by Holocene Drilling of Pacific, Washington under subcontract to HWA. The boring was drilled using a 4-inch inside diameter hollow stem auger and was sampled using a 2-inch diameter split-spoon ' sampler driven with a 140-pound hammer. Soil samples were collected at 2'/2 foot intervals for the depth of the boring. Standard Penetration Test (SPT) blowcounts were ' determined based on the driving resistance of the sampler, and are plotted on the boring log. Soils were classified in general accordance with the American Society of Testing Materials (ASTM) classification system. A legend of the terms and symbols used on the t boring log is included as Figure 3. A log of the exploratory boring is presented on Figure 4. Represectative soil samples obtained at selected intervals from the exploration were placed in air-tight bags and taken to our laboratory for further examination and testing. Select soil samples were tested for in situ moisture content, grain size analysis, and plasticity ' characteristics (Atterberg Limits). Natural moisture content testing was performed in general accordance with ASTM D 2216 and results are presented at the sampled interval ' on the exploration log. Grain size distribution testing was performed in general accordance with ASTM D 422 and involved determining the percentage of fine-grained material in a sample (material passing the No. 200 sieve). The results are presented in the ' following table. Atterberg Limits were performed in general accordance with ASTM D 4318 and the results are presented on Figure 5. Table 1. Percent Fines Test Results Exploration Sample Depth Percent Passing V.S. Designation (feet) Standard No. 200' Sieve BH-1 10-11'/z 47% ' 8919400.DOC 2 HONG WEST&ASSOCIATES, INC. August 8, 1997 ' HWA Project No. 8919-400 GEOLOGIC AND SUBSURFACE CONDITIONS GENERAL GEOLOGIC CONDITIONS ' Geologic information for the site was obtained from the Geologic Map of the Renton Quadrangle, King County, Washington (D. R. Mullineaux, 1965). The geologic map indicates that the area is generally underlain by alluvial deposits, predominantly consisting ' of sand, silt, and clay. SUBSURFACE CONDITIONS Based on the results of our explorations, the site appears underlain by alluvial sands and silts, consistent with the geologic map. Locally, the alluvium appears overlain by fill soils. ' The subsurface units encountered in the explorations are described below. • Fill: Fill materials were observed extending 3'/2 feet below the ground surface. Fill ' typically consisted of loose to medium dense, poorly graded sand with At and gravel. Fill materials were most likely placed during construction of the existing intersection ' and pavement sections, and/or for use as backfill for the existing utilities. • Alluvium: Alluvial soils were encountered directly beneath the fill in boring BH-1. ' The alluvium consisted of loose to medium dense sand and silty sand, to medium stiff to stiff silt with sand. The silt and sand deposits extended to the full depth of the boring. GROUNDWATER CONDITIONS Groundwater was observed during drilling at a depth of 17 feet below the existing ground surface (approximately Elevation 3 feet). Soils encountered at approximately 8 feet below the ground surface were saturated, though, and we anticipate the groundwater level may ' stabilize near this depth (Elevation 12 feet). It should be noted that observations of groundwater levels during drilling can be misleading, as the actual groundwater is often ' somewhat higher than observed in a boring. Borings are typically only open for a short time, and the auger used to advance the boring can impede groundwater seepage. Thus the groundwater seepage tends to develop first in more permeable lenses, which may be ' located below the localized water level. The groundwater conditions reported on the exploration log are representative of conditions observed at the time of exploration, and ' may not necessarily be indicative of other times and/or locations. It is anticipated that groundwater conditions will change in response to rainfall, time of year, and other factors. ' 8919400.DOC 3 HONG WEST&ASSOCIATES,INC. August 8, 1997 ' HWA Project No. 8919-400 ' CONCLUSIONS AND RECOMMENDATIONS Based on the results of our investigation, laboratory testing, and engineering analyses performed, it is our opinion that the proposed drainage improvement project is feasible as planned from a geotechnical perspective, provided the recommendations of this report are implemented during design and construction. Construction of the proposed drainage improvement may be performed using either conventional open-trench"cut and cover" ' methods, or by trenchless technology. Geotechnical recommendations are provided below for installation of the culvert using these methods. Specifically, these recommendations ' include pipe jacking and microtunneling, excavating and temporary shoring, dewatering, pipe support, trench backfill and compaction, and wet weather earthwork. ' PIPE.TACKING AND MICROTUNNELING Pipe jacking is a commonly used method of installing pipes beneath streets or other ' structures where trenching and open cutting is not practical. The method includes excavating a pit to the proposed pipe grade from which a jacking system is used to push the pipe through the ground to a receiving pit. An auger is commonly used to remove soil ' from inside the pipe. With the use of intermediate jacking sections, there is no theoretical limit on the distance to which pipes can be jacked; however,jacking large diameter pipe ' more than 200 to 400 feet becomes difficult and relatively expensive. Jacking in wet sands and gravels may require dewatering along the alignment. Where dewatering is not possible, a closed-face or pressure-balanced machine may be required. The use of such ' equipment is commonly considered microtunneling. A variety of microtunneling machines and spoil disposal systems are available. ' In the Pacific Northwest, pipe jacking is often accomplished with auger excavation. The lead pipe is equipped with a cutting edge slightly larger in diameter than the jacked pipe and kept slightly ahead of the auger. For pipe jacking and microtunneling, the jacked pipe ' can be used as the final pipe, or another pipe can be installed within the larger outer pipe. If an auger is used, it should be recessed back from the end of the jacking pipe, if possible, to create a soil plug that will reduce soil loss and minimize potential settlement of the ground surface above. Adjustments to the distance the auger is recessed may be necessary as soil conditions vary. Jacking and receiving pits will require shoring. We expect that sheet pile walls may be ' utilized for temporary support. Recommendations for the design and construction of shoring are presented in the Temporary Shoring section below. Where possible,jacking and receiving pits should be located away from overhead utilities so a crane can be used to ' lower and remove pipe sections and machinery. ' 8919400.DOC 4 HONG WEST&ASSOCIATES,INC. August 8, 1997 ' HWA Project No. 8919-400 In order to minimize potential settlement from jacking or microtunneling operations, the ' contractor should be required to inject bentonite grout or other lubricant just behind the overcut ring at the face of the lead pipe. The injection of lubricant will also reduce ' frictional drag on the pipes. The overcut ring typically extends '/z to 1 inches beyond the outside of the pipe. Studies have shown substantial reductions in jacking forces by increasing the size of the overcut and increasing the volume of lubricant injected. ' However, the size of the overcut should be limited in order to control surface settlements, particularly beneath sensitive structures. Volumes of grout required may be several times greater than the theoretical volume of the overcut, particularly in unsaturated ground, due ' to fluid losses into the surrounding soil. �y� Jr � CONVENTIONAL"CUT AND COVER"INSTALLATION An alternative to pipe jacking/microtunneling is conventional "cut and co I" installation. ' Conventional trenching techniques will require closing SW 43rd Street to through traffic until the culvert has been installed and backfilled. The following sections address unsupported sloped excavations, temporary shoring, dewatering, pipe support, backfill placement and compaction, and wet weather earthwork. Portions of these recommendations are also applicable for jacking and receiving pits used in association with pipe jacking/microtunneling methodology described above. Unsupported Sloped Excavations ' Due to the nature of the fill and alluvial soils anticipated to underlie the proposed culvert, care must be taken during construction to maintain stability of open excavations. Maintenance of safe working conditions, including temporary excavation stability, is the ' responsibility of the contractor and all excavations must comply with current federal, state, and local requirements. 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 they should be shored. The existing fill and native soils are granular generally classify as Type C soil, per WAC 296-155. Unsupported excavations in Type C soils should be no steeper ' than 1'/zH:l V (horizontal:vertical). This guideline is for slopes above the groundwater level. If groundwater seepage is encountered, dewatering or flatter cut slopes may be ' required. Allowable excavations limits within the SW 43rd Street roadway area may restrict the use ' of sloped excavations. The use of temporary shoring systems will most likely be required in these areas. ' 8919400.DOC 5 HONG WEST&ASSOCIATES,INc. August 8, 1997 ' HWA Project No. 8919-400 Temporary Shoring Sheet pile walls or soldier pile walls are considered suitable for temporary support of ' excavations in areas where open-cut excavations are not feasible, where additional support is required for protection of existing utilities, or for jacking and receiving pits. General recommendations for design and implementation of shoring systems for the project are presented below. • Design parameters for sheet pile walls used along the culvert alignment are shown ' Figure 6. Surcharge loads from construction equipment, construction materials, excavated soils, or vehicular traffic should also be included in the shoring design. ' These recommended values assume that groundwater will be drawn down from outside sheet pile supported areas. �,.� • To minimize the potential for excessive sheet pile deflections, use of horizontal bracing may be needed to provide additional lateral support. ' • Precautions should be taken during removal of the shoring or sheeting materials to minimize disturbance to the culvert and underlying materials, underlying bedding materials, natural soils, and any adjacent utilities. Dewatering ' Based on conditions observed in boring BH-1, some groundwater seepage may be encountered during excavation for trenches or jacking/receiving pits. The sandy fill and alluvial soils underlying the project area are relatively permeable, and minor groundwater flows into the excavations may occur. Groundwater seepage will tend to destabilize excavation slopes and may cause"quick" or"running sand" conditions. Because of these impacts we recommend that dewatering be accomplished so that excavation and ' placement of the culvert, bedding, and backfill materials is completed in the dry. ' If groundwater is encountered during excavation for the culvert or the jacking and receiving pits, we recommend a temporary dewatering system be installed. Minor volumes of groundwater encountered can be controlled using shallow sumps or pumps. ' Collected water should be properly disposed of into roadside ditches and storm drains, and should not be allowed to collect in the base of the excavations. If large volumes of water are encountered during construction, dewatering may require the use of deep wells or well ' points. 8919400.DOC 6 HONG WEST&ASSOCIATES,INc. August 8, 1997 HWA Project No. 8919-400 1 ' Pipe Support Based on conditions observed in boring BH-1, we anticipate loose sand to medium stiff ' silt will be encountered at/near the proposed base of the culvert. Providing the subgrade is not disturbed during subgrade preparation, and the excavation is adequately dewatered, the fill and alluvial soils observed in boring BH-1 should provide adequate foundation support for the proposed culvert and backfill materials. We anticipate that the weight of the culvert and backfill soils will be approximately equal to the weight of the soil removed from the excavation. Consequently, settlement should be negligible if disturbance to the subgrade soils is limited. ' In the event very soft, organic-rich subgrade soils are present at the subgrade elevation of the culvert, it may be necessary to over-excavate these unsuitable materials and backfill ' with pipe bedding material. In these areas, we recommend over-excavating and backfilling the soft soils to a maximum depth of 3 feet below the pipe invert with pipe bedding sand. In wet conditions, 1'/4-inch minus crushed rock meeting the gradation requirements for Crushed Surfacing, as described in Section 9-03.9 of the 1996 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT Standard Specifications), may be used to backfill the over-excavated portion of the trench. ' Pipe bedding materials should be laced on undisturbed soils. If the native subgrade soils P g P are disturbed, the disturbed material should be removed and replaced with compacted ' bedding material. Pipe bedding material, placement, compaction, and shaping should be in accordance with the project specifications and the pipe manufacturer's recommendations. ' As a minimum, the pipe bedding should meet the gradation requirements for Bedding Material for Rigid Pipe, Section 9-03.15 of the 1996 WSDOT Standard Specifications. ' Pipe bedding should provide a firm, uniform cradle for the pipe. We recommend that a minimum 8-inch thickness of bedding material beneath the pipe be provided. The pipe bedding should be shaped to uniformly support the base of the pipe. ' Pipe bedding material should be placed in layers and tamped around the pipe to obtain complete contact. Pipe bedding material should be compacted to 90 percent of its ' maximum dry density, as determined by test method ASTM D 1557. Pipe bedding material should be used as trench backfill to a depth of at least 6 inches above the top of ' the pipe, for the full width of the trench, as shown on Figure 7. Backfill Placement and Compaction ' The results of our investigation indicate the in situ soils contain a high percentage of fine- grained material and are generally wet of the optimum moisture content for compacting. 8919400.DOC 7 HONG WEST&ASSOCIATES,INc. r August 8, 1997 rHWA Project No. 8919-400 Consequently, it is our opinion that soils encountered during excavating will not be rsuitable for reuse as trench backfill. We recommend that excavation backfill consist of imported Bank Run Gravel for Trench Backfill, as described in Section 9-03.19 of the r 1996 WSDOT Standard Specifications. During placement of the initial lifts, the backfill material should not be bulldozed into the excavation or dropped directly on the structure. Furthermore, heavy vibratory equipment should not be permitted to operate directly over rthe structure until a minimum of 3 feet of backfill has been placed. Trench backfill materials should be moisture conditioned to within about 3 percent of ' optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and compacted to at least 90 percent of the maximum dry density. In areas beneath pavement sections and sidewalks, the upper 3 feet of the backfill should be compacted to rat least 95 percent to provide an adequate subgrade for the pavement section, as shown on Figure 7. In areas where several inches of settlement can be tolerated, such as landscaped areas, compaction requirements could be reduced to 85 percent, with the upper 3 feet compacted to at least 90 percent (see Figure 7). r The procedure to achieve proper density of compacted fill depends on the size and type of compaction equipment, the number of passes, thickness of the layer being compacted, and certain soil properties. When access restricts the use of heavy equipment, smaller ' equipment can be used, but the soil must be placed in thin enough lifts to achieve the required compaction. rWet Weather Earthwork If earthwork is to be performed or fill is to be placed in wet weather or under wet rconditions when control of soil moisture content is not possible, the following recommendations should apply: ' Earthwork should be accomplished in small sections to minimize exposure to wet weather. Excavations or the removal of unsuitable soil should be followed r immediately by the placement and compaction of a suitable thickness of clean structural fill. The size of construction equipment used may have to be limited to prevent soil disturbance; r • Material used as trench backfill should consist of clean, granular soil, of which not more than 5 percent by dry weight passes the U.S. Standard No. 200 sieve, rbased on wet sieving the fraction passing the 3/4 inch sieve. The fines should be non-plastic; r r r8919400.DOC 8 HONG WEST&ASSOCIATES,INc. r August 8, 1997 ' HWA Project No. 8919-400 • The ground surface in the construction area should be sloped and sealed with a rsmooth drum roller to promote rapid runoff of precipitation, to prevent surface water from flowing into excavations, and to prevent ponding of water; r • No soil should be left uncompacted so it can absorb water. Soils which become too wet for compaction should be removed and replaced with clean rgranular materials; and, • Excavation and placement of fill should be observed on a full time basis by a person experienced in wet weather earthwork to verify that all unsuitable materials are removed and suitable compaction and site drainage is achieved. r The above recommendations for wet weather earthwork should be incorporated into the contract specifications. ' 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 conditions. Experience has shown that soil and groundwater conditions can vary significantly over small distances. Inconsistent conditions can occur between r 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 rour 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 and to verify that the geotechnical aspects of construction comply with the contract plans and specifications. rThe 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 rthe 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 r r8919400.DOC 9 HONG WEST&ASSOCIATES,INC. August 8, 1997 ' HWA Project No. 8919-400 contractor. The contractor should notify the owner if he considers any of the ' recommended actions presented herein unsafe. ' O.O We appreciate the opportunity to provide geotechnical services on this project. Sincerely, ' HONG WEST& ASSOCIATES, INC. ' David L. Sowers, P.E. Scott L. Hardman, P.E. Geotechnical Engineer Senior Geotechnical Engineer ' DLS:SLH:dls Enclosures: Figure 1. Vicinity Map Figure 2. Site and Exploration Plan Figure 3. Legend of Terms and Symbols Used on Explorations Logs Figure 4. Lag of Boring BH-1 ' Figure 5. Plasticity Chart Figure 6. Compaction Criteria for Culvert Backfill Figure 7. Earth Pressures for Temporary Shoring r ' 8919400.DOC 10 HONG WEST&ASSOCIATES,INc. %NNL r �� 3 Black .� Rluer 3 1 7/. Pumping Sta g lip Ak I Rork!,377 Pd jPower. ii Plant 'Irn S U 23 a t„$$ .• • ��`� _ ,� I ` ! � A A 624 PmSubsta do z at 46 allo, 0 rl I 7 Tad a, 72 'Arie 14) s to prit off,< U .6a bs % Aw A ltr— — C31 25 &Bm Tukwila $41 lam -in APROJE A ir LocAn At Green Hos a OriWa it 1--rz I r A'21 T strw f E111111 o Alpi ' la -- ---------------- Lmaj—Amm I .�. W! CORP j L -p- k L 3;sub 36 t 143 mail 1 a ' , . ; , I P 10 ;,. , , "-1 Ati it oftti It Subst L z ' NOT TO SCALE A Gm 20- SW 43RD DRAINAGE IMPROVEMENT VICINITY MAP flONGWEST RENTON, WASHINGTON &ASSO CIATE S,INC. PROJECT NO.: 8919-400 FIGURE: 1 D:\JOBS\8919—400\891 900I,DWG �I ! a `L I I v 4. FT. 1♦00-28'LT PT 1+00-L8'RTTk 2C<01 EMD CO-TE46[TION � ENDCwE8TMWIT04Tklao0 I >sTA 019t,WC.&-L1.3t'LT STA 60 2.AD C8--Z684RT A4JUST GRATE ELF 19T41W CURB RETURN DAT� ADIUST GRATE EL.•19*&3S I IS-u.+o T two R•55.00' PC 0.B535-27.54'RT q•9t• CURB RETURN DATA FT0.80(04-2661'LT I I —__—_ _ 2Ed�) L�88 84' R•5500' WQC 4CURB1RA1L5mow ----- -- --- T/C10.10 ---- •87.45'45 T/C LD 10 �\ L•MIS' 204k �x I I `a jIv ti0 W a srA u:•tl CI •J9497 �p�G^0 \ 244rt a toat,E t / 1a1 I $I � ♦C .,, PC 130 119E -28' T 3 /�\ I I PT 132+58.o10-2tl'Cf. r/c Lo.97 ;, 1 ICI ' ` d ; - K T/c to.31 ------------ -- ---- r — — ------ / nru ott � r / Lv r<W�f 4iT i c BH-1 \ y"'� rn♦i SEL.'t0.11/• 1 s=rn � ♦k.z+ EY f2'WE3E /� \ O( EY.IE•Y47tE I E tl• S.W.43rd. STREET $ �I //y � I \\J'�\� ?' I S.W 13rd. STREET t:665G'57'E � - -- /CC��- -_� — it S96'9G37'E i L'um mwG 1-- — EYIL WS] ♦, O�YL•MTEt I � �� ,... f tl \Q FT 12*51.57 -28 RT r P PC 130+G541-28'RT. tr Y I toy\ % T C 20.3 5 T/C LL00 � tnl"' Slw TA S �tz•,� F CURB RETURN DATA R•55.00' I ' �! w.to t06.0 q•9C14'1!'' I�I �• aI I 1 1 'I �'. �\ � \. 17• n•Dn' ��N' I I ` .7I�' fir', G= or 5 IBC eu 1/12 J \84. 5: Pi 0+85.35-27.55 T PC 0,60.U5-z8.Ut'LT. ftaN CURB-FQUSrT10W f�i—)n0 6 BEGWCURBTRML5MQW T/C to.VIr SIv 4-PT.1 r00-Z8 00'LT PT 1i00-2800'RT ! G{,� END CURB TRANSITION I bls ENDT/C CURB TRANGITION TlC 20.70 O M (y Is 1 v STA 1.02-L&00'RT �a o I STA Ir02-Zb00'LT EuST.CZ ° Em5T C.B MA u•ftu . tE..lt.ru rs•E LLI N 1 2 I I ¢ 0' 20' 40 80' cj SCALE: 1'=40' I � LEGEND )_ SITE D BORING DESIGNATION SW 43RD DRAINAGE IMPROVEMENT EXPLORATION PLAN AND APPROXIMATE LOCATION ,HONGWEST RENTON, WASHINGTON &ASSOCIATES,,INC. PROJECT NO.: 8919-400 FIGURE: 2 REFERENCE: Base map provided—byR.W. BECK INC. D: JOBS 8919-400 8919002.DWG RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N-VALUE TEST SYMBOLS COHESIONLESS SOILS COHESIVE SOILS GS Grain Size Distribution ' Approximate Approximate %F Percent Fines Relative Density N(blows/ft) e Densi Consistency N(blows/ft) Undrained Shear CN Consolidation ty)%) Strength(psf) TX Triaxial Compression Very Loose 0 to 4 0 - 15 Very Soft 0 to 2 <250 UC Unconfined Compression Loose 4 to 10 15 - 35 Soft 2 to 4 250 - 500 IDS Direct Shear ' Medium Dense 10 to 30 35 - 65 Medium Stiff 4 to 8 500 - 1000 M Resilient Modulus Dense 30 to 50 65 - 85 Stiff 8 to 15 1000 - 2000 PP Pocket Penetrometer Very Dense over 50 85 - 100 Very Stiff 15 to 30 2000 - 4000 Approx. Compressive Strength(tsf) Hard Iover 30 >4000 TV Torvane ' Approximate Shear Strength(tsf) ASTM SOIL CLASSIFICATION SYSTEM CBR California Bearing Ratio MAJOR DIVISIONS GROUP DESCRIPTIONS MD Moisture/Density Relationship PID Photoionization Device Reading ' Gravel and ° O GW Well-graded GRAVEL AL Atterberg Limits: PL Plastic Limit Coarse Clean Gravel ILL Liquid Limit Grained Gravelly Soils (little or no fines) • I GP Poorly-graded GRAVEL Soils More than SAMPLE TYPE SYMBOLS 50%of Coarse Gravel with . 0I GM Silty GRAVEL ' Fraction Retained Fines(appreciable IF X 2.0"OD Split Spoon(SPT) on No.4 Sieve amount of fines) GC Clayey GRAVEL (140 lb.hammer with 30 in.drop) IShelby Tube Sand and Clean Sand ••SW Well-graded SAND Sandy Soils (little or no fines) 3.0"OD Split Spoon with Brass Rings ' More than Sp Poorly-graded SAND 50%Retained Small Bag Sample 50%or More O g p on No. Sand with SM Silty SAND of Coarse n 200 Sieve Fines(appreciable Ll'-'I Large Bag (Bulk)Sample ' Fraction Passing Size amount of fines) SC Clayey SAND on No.4 Sieve Core Run ML SILT Fine Silt N Non-standard Penetration Test ' Grained and Liquid Limit — Soils Clay Less than 50% CL Lean CLAY (with split spoon sampler) OL Organic SILT/Organic CLAY COMPONENT PROPORTIONS ' 50%or More Silt Liquid Limit MH Elastic SILT DESCRIPTIVE TERMS RANGE OF PROPORTION Passing and 50%or More CH Fat CLAY Trace 0 - 5% No.200 Sieve Clay / Few 5 - 10% Size /j/ OH Organic SILT/Organic CLAY Little 15 - 25% ' Some 30 - 45% Highly Organic Soils PT PEAT Mostly 50 - 100% COMPONENT DEFINITIONS GROUNDWATER WELL COMPLETIONS ' Locking Well Security Casing COMPONENT SIZE RANGE Well Cap Boulders Larger than 12 in Concrete Seal Cobbles 3 in to 12 in Well Casing Gravel 3 in to No 4(4.5mm) Bentonite Seal Coarse gravel 3 in to 3/4 in Fine gravel 3/4 in to No 4(4.5mm) �z Groundwater Level (measured at ' time of drilling) Sand No.4(4.5 mm)to No. 200(0.074 mm) Coarse sand No.4(4.5 mm)to No. 10(2.0 mm) = Groundwater Level (measured in Medium sand No. 10(2.0 mm)to No.40(0.42 mm) well after water level stabilized) Fine sand No.40(0.42 mm)to No. 200(0.074 mm) Slotted Well Casing ' Silt and Clay Smaller than No. 200(0.074mm) Sand Backfill NOTES: Soil classifications presented on exploration logs are based on visual and laboratory observation in general accordance with ASTM D 2487 and ASTM D 2488. Soil descriptions MOISTURE CONTENT ' are presented in the following general order: DRY Absence of moisture,dusty, Density/consistency, color,modifier(if any)GROUP NAME,additions to group name(if any),moisture content. dry to the touch. Proportion,gradation,and angularity of constituents,additional comments. /GEOLOGIC INTERPRETATION) MOIST Damp but no visible water. Please refer to the discussion in the report text as well as the exploration logs for a more WET Visible free water,usually ' complete description of subsurface conditions. soil is below water table. LEGEND OF TERMS AND SW 43rd Drainage Improvement SYMBOLS USED ON +IONGWEST Renton, Washington EXPLORATION LOGS t 1, ASSOCIATES, INC. PROJECT NO.: 89 1 9-400 FIGURE: 3 LEGEND 89194 8/6/97 ' DRILLING COMPANY: Holocene Drilling LOCATION: See Figure 2 DRILLING METHOD: Mobile B-61, Hollow Stem Auger DATE COMPLETED: 7/31/97 SURFACE ELEVATION: 20 t Feet LOGGED BY: D. Sowers ' U) w N U Q m Z N w cr U Lu g Q s E- Standard Penetration Resistance ' W J � Z c~n c w (140 lb. weight, 30" drop) m -j 0 w w w co F- o ♦ Blows per foot = Q J J y x Z = ro o o ; w D F•- Z o w N Q Q w— H m w o Q DESCRIPTION U) U) CL Q 0 0 10 20 30 40 50 0 0 0 9 inches of asphalt. GP 9 inches of crushed rock base course. ' SP Loose to medium dense, dark brown, poorly SM graded SAND with silt and gravel, moist. r S-1 5-5-5 (FILL) ' SM Loose to medium dense, olive gray to brown, silty SAND, moist. 5 (ALLUVIUM) ...... ..... .�......._............_ . ......_ .. 5 _ �S-2 1-2-3 ' ML Medium stiff, dark gray, SILT with fine sand interbeds, moist to wet. Trace of organic matter. S-3 1-2-4 1 - - - - - - - - - - - - - - - - - - - - - - - - - 10 SM ........... ......... ............;...... . _ .. 10 ' Loose, very dark gray, silty fine SAND, wet. S-4 2-3-3 %F / OH Medium stiff to stiff, dark grayish brown, SILT with fine sand interbeds to ORGANIC SILT, S-5 4-4-5 wet. /j �g �........... ...... .. . _ .. 15 15 j e S-6 1-2-3 AL i ` Peat interbed encountered at 16 feet. � `, SP Loose to medium dense, dark gray, poorly S 7 9-10-15 graded SAND with trace of silt, wet. Sand fine grained. ... ...... .........._.................. _ .. 20 20 S 8 7-4-5 Bottom of boring terminated at 21.5 feet. Standing groundwater observed at 17 feet ' below the ground surface. 25 25 0 20 40 60 80 100 ' Water Content (°i61 Plastic Limit 1 -0 Liquid Limit Natural Water Content NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated and therefore may not necessarily be indicative of other times and/or locations. BORING: BH-1 ULM SW 43rd Drainage Improvement ' flONGWEST Renton, Washington PAGE: 1 of 1 ' 1, ASSOCIaATES, INC. PROJECT NO.: 89 1 9-400 FIGURE: 4 BORING 89194 8/6/97 60 001, CL CH 50 X 40 w 0 Z >- 30 01 U � f- Q 20 J Q_ 10 CL-ML ML 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) SYMBOL SAMPLE DEPTH (ft) CLASSIFICATION % MC LL PL PI % Fines • BH-1 S-6 15.0- 16.5 (OH) Dark grayish brown,organic silt. 74 75 50 25 I I I I I I I I I I __j SW 43rd Drainage Improvement PLASTICITY CHART flONGWEST Renton, Washington & ASSOCIATES, INC. PROJECT NO.: 8919-400 FIGURE: 5 HWAATTB 89194 8/6/97 �- B X---� ' LOAD = q SHEET PILE OR FT-771SOLDIER PILE WALL X/2 H ' 1.56 ' BOTTOM OF EXCAVATION ' 0.4(1—(X/8))q D LATERAL PRESSURE FROM UNIFORMLY DISTRIBUTED LOAD Ka-6'D Ka-6H Kp"6'D ACTIVE AND PASSIVE EARTH PRESSURES Ka = .33 for level backslope (0 = 30') ' Kp = 3.0 -6 = 115 pcf 'r = 53 pcf NOTES: * , ' 1. Recommended lateral earth pressure values assume subsurface soils consist of loose fill deposits. 2. It is assumed that drainage is provided so that water pressures do ' not act on wall above bottom of excavation. 3. The coeffients of active and passive pressure do not include the effects of wall friction ' 4. For soldier pile walls, the active and passive pressure coefficients can be assumed to act over one and three times the pile width below the base of the excavation, respectively. 5. A factor of safety has not been applied to the recommended earth pressure values. =I SW 43RD DRAINAGE IMPROVEMENT EARTH PRESSURES FOR EONGWEST RENTON, WASHINGTON TEMPORARY SHORING ' &ASSOCIATES,INC. PROJECT NO.:8919-400 FIGURE: 6 C: JOBS 8919-400 8919004.DWG NON-ROADWAY PAVEMENT AREAS AREAS . .......................... . . . . . . . . . . . . . . . .. . VARIES .. .. ... ...... .. .. . ... ..... ... .. ... .... .. ...... .. ... ... . . . .. . .. .. . ... . . .. . ... .... . ... .... . . . . ... ...... . .. ... ... .. ...... . . .. ... .......... .. . .. . ... . . . ... . . . . . . . ........**'**.. .. . ... . . . . . .. . . . .. .............. ... ..... .. ... ... . . ... ... .. ... ... ... . . . .... . . .. ... . .. . ... ..... ... .. ... ... . . ... ... ........ .. ... ... .. ... ... . .. .. ..... .. . .ig....... 3 FEET . ... ..... ... .... . . . . . .. ..... .. ... ..... ... ... . ... ... .. ...... .. .. . ... ..... ... ..... ... ... ..... ... ..... .. .. . .. ..... ... ..... .. .. ........ ... ... ... .. ... ... .. ... ..... ................. .. ........ ... . . ... .. .* *....... ...... ........ ........ ..... ... ........ ... .. . . .. ... ... .. ... ... . ... ... .. ... ... .. ... . . . . . . . . .. . . . . . . . . . . . . . ... . .. . . . . . . . . . . . . . . . . . .. .. .-. . . . . . . . . . . . . . . . . . . . . . . . . .. ... . . . . . . . . . . . . . . . .. . . .. . . .. . . . . .. . . .. . . .. . . . .... .. ... ... . . ... .. . . . ... ........ ... . . . ... ... .. .. . ... . . ... ..'.'.' ..... .. ... . . .... VARIES ........ ..... .. . . . ... . . . . . ... .. . .. ... .. ... ... .. ... . . .. .. . . . . . . . . .. . ........ ..... ... .. . . . ... . . . . . . . . . . ..... ... ..... ... . . . .... . ... .. . . . .. . . .. . . . . . . ... . .. . .. .. ... .. . . .. . .. . . . . . . .. . . . ................... .. ............ ............................ . .............. ........ ......... ......... 6 MIN. .................. .......... .......................... .......... ................. ............... ...... .......... ............ .... PIPE ........ ......... ....... .... ....... ........... VARIES ......... .......... ......................... ........... .................. ...............:.................................... ........... ............ ................... .......................... . LEGEND RECOMMENDED MINIMUM PERCENTAGE OF MAXIMUM DRY DENSITY, 90 AS DETERMINED BY TEST METHOD ASTM D 1557 (MODIFIED PROCTOR). PAVEMENT GRAVEL BASE TRENCH BACKFILL PIPE BEDDING COMPACTION CRITERIA FOR SW 43RD DRAINAGE IMPROVEMENT CULVERT BACKFILL EONGWEST RENTON, WASHINGTON &ASSOCIATES,INC. PROJECT NO.: 8919-400 FIGURE: 7 D:\JOBS\8919-400\8919003.DK �:. f: N DWG. NO. o STREET DRAT AGE3RD IMPROVEMENTS r O r o a z COVER SHEET: NOTES, LEGEND, SHEET w 3 d d SITE MAP, DRAWING INDEX 1 OF 2 U CIO S . W . 43RD STREET Li :2 Lv O L1J X DRAINAGE IMPROVEMENTS LLJ a- J U _ z W f ) ^ m0 Lij �J Z I"— O Of rK Li W Lv [Y I Ln cn r�- LLJ w ry C) vi rl U w I 3 aQ Z > I I z (� Q w SEE SHEET 2 FOR DETAILED > J IMPROVEMENTS/UTILITIES w I Q FOR THIS AREA z_ aai v I V) oN I LLJ Y I I II �: , I Q I 1 / Q Q 0 I O I STA 13+25 f Q I I I STA 16+50f O STA 21+45 f 2 27+05 I O 1--STA O \ 0 I \ BASELINE (CENTERLINE) w ry µ �.,h 00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+ 28+00 29+00 30+00 31+00 32+00 1�-1 E I 00 --�-4I -I -I -1 -I- -I -I -I -I -I 1 CD -I -I -I a >` f `•2 _. 43 D STIR m Lr . ................_ ...w•. ... ........... s C> ...............M ...,,...,....... . M...., .......... , j a _---I _---_�-- - - -------- ---- -------__------- -_ _, w,w .............. �. �•� �• ... ....L .............. ........r,.,..,,,.................,...,..,................ ...•w...,,,,............. .....,..,..... .. .............. I .� � Q' `� -m° �_�----� -----� STA 13+25 t O STA 16+70f ( 3 STA 21+40f 2 \ `� O I \ STA 27+20 f 03 I 20 LF 12 DI SD CONNECT TO EXIST CB ? LF 12" DI SD m CONNECT TO EXIS_i. CB m i Q i LEGEND EXISTING NEW - - - CENTERLINE > — — — — — RIGHT-OF-WAY LINE. W U 2 O � Zo Z _ .................................. POWER II z Z) <?< TELEPHONE w N .................................. . .................................. FIBEROPTIC ri SIGNAL INDUCTION LOOP AND/OR STREET LIGHTING CONDUIT GENERAL NOTES: .m. ~� - - • SANITARY SEWER 1. VERTICAL DATUM: N.A.V.D. 1988. Cn 0 J J ,I..` SD STORM DRAIN DRAWING INDEX DESCRIPTION- (n2. EXISTING FEATURES SHOWN WERE DEVELOPED FROM o� �� RECORD DRAWINGS AND WERE SUPPLEMENTED IN THE a w a _�m. - w� WATER IMMEDIATE VICINITY OF THE PROPOSED WORK WITH LIMITED SHEET 1 COVER SHEET: NOTES, LEGEND, SITE MAP, DRAWING INDEX AND APPROXIMATE FIELD MEASUREMENT OF SURFACE FEATURES. GAS SEE SECTION 1-07.17 OF THE RENTON STANDARD SPECIFICATIONS, UTILITIES AND SIMILAR FACILITIES. Q DITCH LINES/FLOW SHEET 2 PLANS, PROFILES AND DETAILS 3. SEE SPECIFICATIONS FOR TRAFFIC CONTROL REQUIREMENTS. o .f SANITARY MANHOLE Q 4. CONTRACTOR SHALL NOTIFY THE UTILITIES UNDERGROUND LOCATION L: CID O � t STORM DRAIN MANHOLE CENTER (1-800-425-5555 AT LEAST TWO WORKING DAYS PRIOR TO PERFORMING ANY EXCAVATION. AS DIRECTED BY THE ENGINEER, Xs RIPRAP CATCH BASIN LOCATIONS MAY NEED TO BE SHIFTED IN THE FIELD °' " TO ACCOMMODATE UTILITY INTERFERENCES. �m? ❑ CATCH BASIN 5. APPROXIMATE STATIONING IS PROVIDED FOR REFERENCING CATCH jr WATER VALVE STATION SIN R OTE IMPR BEOG NES AT MA MENTS NDOLE CATCH BASIN REPLACEMENTS. 1. 0 POWER/UTILITY POLL CONSTRUCTION NOTES: •••.•.......••••••.•.R GUY ANCHOR �. �.�•`'- TRAFFIC SIGNAL POLE O1 REPLACE EXISTING CATCH BASIN FRAME AND GRATE WITH NEW OPEN CURB FACE FRAME AND GRATE INSTALLATION. SEE DETAIL 2, SHEET AND CITY OF RENTON STANDARD PLANS B017 AND B018. 0 0 23.38 GROUND ELEVATION ® > O2 REPLACE EXISTING TYPE I CATCH BASIN WITH NEW CATCH BASIN w DI DUCTILE IRON TYPE I WITH NEW OPEN CURB FACE FRAME AND GRATE INSTALLATION. CONNECT TO EXISTING PIPES. o Q RCP REINFORCED CONCRETE PIPE O3 INSTALL NEW TYPE I CATCH BASIN WITH OPEN FACE FRAME AND GRATE INSTALLATION. CONNECT TO EXISTING CB WITH 12" DUCTILE co IRON STORM DRAIN. MATCH INVERT ELEVATIONS AT THE EXISTING (N 0 3 STORM DRAIN AND PROVIDE 1% MINIMUM SLOPE TO DRAIN. p 0 W a Q > cr- w o 0 ckf 0 Q i Q O Z ui z U Ul D WG. N 0. S.W. 43RD STREET f�KINC DRAINAGE IMPROVEMENTS C*4 s 0 SHEET H z 22.68 60* PLAN, PROFILE AND DETAILS 2 OF 2 ........ ....................... . .................. ............ %.j z 60" RCP U) 1z -H 96" E X t0 ..........*'**.......... ............. ........... CIS .............................. RIM 3.3**?" ... ................ ... .......... ......... ......................... :1 171 cf� 1E Ot)**I** N 1E 1.88 54" S n n :7 1E 11 ,88 EXISTING FACE OF CURB n LLJ 361" 5w 22.98 OPEN CURB FACE FRAME 2,Z 9 8> *..... `2 4. "N'"A' MH 2 AND GRATE, SEE CITY OF LLJ < ! . "I 'Kzn H It : % \ � - f 1> 120 DIA MH RENTON DETAIL 6018 23.18 .31' 0 ...... ......... ........... ...... . . ....................... ...... ................\-�;........ ........ .....\ ................0 MH...11� AX-11' y TYPE: 3 A 7 p— SD STA 0+00 EX 54" RCP RECONNECT EXIST EX z CONNECT EX 54 RCP �b 4" SIDEWALK DRAINS co 54"RCP SID .......... 0 '- ... . ................... F ........... .................................... 4 ——------- ................. .,E H- ......................................... 4 :-5EE NO CONC S, ,"ONC SIDEWAI ----— L-LJ L'; .. ......... ......... ......................... ............... . . ......... ........................ ............. . ................. tp N i .................... 23L.i ,28 :......... ... ....... RCP SS (��ING -y ........... 36 toaa-T R ..... -—-------------------- .................. .............. 4 4 /!. .............. : .............. (D PLUG EXISTIN .............. EXISTING TYPE 2 ------- ... ...... .............. ........... PLAN '-4 ... ....... .................w- ..................... 141/ ................................ . . .. .................................... r?, -03�-7 Li .............................. 36"RCP W/CDF I f Al . 48" CB LLJ n ............. .............. <4........... RIES .............. DETAIL VA )? f,\:-r"�' REPLACE EXIST FLAT RiE N 171)�J 11Y, 12 0 cn -60'� kO SCALE: 1"=5' :T. .......................................................... ..... ....... ............. BASELINE SLAB COVER WITH.................. .............. • ;......... I .......... 7A " 11 1 ::::::::: NEW COVER. FIELD .: - T.E.-, I . .......... .............................. ....................... LJ (qENTERLINE) VERIFY OPENING TO n . ....... %. .................. �X `U.G CONDUITS ry ................... STA 10+00 ............. "71 SEIE`*"'-NO-TE 2 ALIGN WITH OPEN CURB ................... SW 43RD STR"NEE.* -,0 FACE FRAME OPENING. 3. 0 '�7 STANDARD PRECAST ............. =-24F,t-24.-W ............... .......... ............. MH 2 1�11 / MANHOLE SECTIONS, ui SEE TYPICAL DETAILS DETAIL r2 TYPE 3, 1.20: -"H E) 6, H i P..R SUR................ . /6 .................................................................................... .......... ....... ........................................... SIZE ZE DRAWING B028 --------�—SD STA-0+64,72 ...... ..... .................. .................. NO SCALE CONNECT EX AS NOTED .............. 54"RCP r--'D ................... 4 F- v 23.28 > ............................ .............................................................. ............................... .................. f. k EX 54" RCP ................................... 2,4 -o -E ............... .481 A N,D r A8 ............. ....................... S' < ....... ................................ ............... ..................... ...... ........ ........................................, ........ ................. .......... ............................................................ .................................................................................................... ........... ----—-----...... ................... ............... ...... . .................................................. ............. .................................................................................. ii T ---------- ....................... ...... ................................................. ..................... CL a/d ............. ................ ........... .......... ............ A E Q) 23. E 0- \z .................... ...... 21.18 MORTAR FILL ALL AROUND A< C c)) 7777 V) 0 9=-� CONCRETE w CAST IN PLACE In 0 L FOUNDATION SLAB. 0 FOUNDATION PREPA- 23.48 REINFORCING STEEL RATION AND BEDDING 24.98 MIN Go IN ACCORDANCE WITH SPECIFICATIONS SEC 20.48 ION KA SITE PLAN NOTES: SCALE: 1"=5' cn cn SCALE: 1"=20' ry CA EXISTING FEATURES SHOWN WERE DEVELOPED FROM Li > RECORD DRAWINGS AND WERE SUPPLEMENTED IN THE z IMMEDIATE VICINITY OF THE PROPOSED WORK WITH LIMITED w AND APPROXIMATE FIELD MEASUREMENT OF SURFACE FEATURES. zo :�cu uj'-'7:: -07.17 OF THE RENTON STANDARD SPECIFICATIONS, 0 z 28V LLJ SEE SECTION 1 0 ozu q UTILITIES AND SIMILAR FACILITIES. z �ZL < < MAXIMUM PAY WIDTH 0 :2 2. CONTRACTOR SHALL PROVIDE TEMPORARY SUPPORT OF z C)e---, FOR ACP TRENCH PATCH TRAFFIC SIGNAL CONDUIT TO MAINTAIN TRAFFIC SIGNAL cn a- SEE NOTE 3 OPERATION PROJECT. RATION AT ALL TIMES THRqUGHOUT THE < u 0 < x a- cy W LLn n U MAXIMUM PAY WIDTH MAXIMUM PAY WIDTH FOR ACP TRENCH PATCH AND BACKFILL Ln cy- Of SHALL ALSO APPLY TO MANHOLES AND CATCH BASINS USING LIJ < = Lnx � Oil FOR BACKFILL TRENCH 21-011 OUTSIDE DIMENSION (OD) OF MANHOLES/CATCH BASINS IN x 0 21- LLJ LIJ V) �-. x bi-0 ---IIN- PLACE OF PIPE OD. 0 Of = ::E CC) -H OR > %1 Ln 0 PIPE OD OR PIPE OD 00 z z '--"-H CN 0 w a- + 00 1: 0. 0 0 + CN Ln C� 3'-0" MAX 3'-0" MAX 0 u < 0 r-- - 00 0 cn 0 -H Lq A CP z n Li AND H032A n T x \ . SEE CITY STD PLANS < Ld 0 LLI < N (/-) :D D H03,, o E >- zoo Li Li =) < T- 0 :2 — GRAPHIC SCA 0� LIJ m W LIJ Lu :2 Ln x - - - f 20 0 20 40 o si; -H < cn w L0 < a: LL1 x 0 20' 04 .......... .................................................m ................................................. EXI-ST GRADE w LJ 5 0 5 10 EX MH TO X I LL W 1 01 50 BE REMOVED D IF TRENCH BACKFILL r rav4�-'n ... ......... ........................... 20 .......................................................... ... ... ...... OD OF PIPE ............................. ............ .......... ......................... 65 LF 60" NOTE: ..................................................................................... 7' ..................................................................................................... ..................................................... 0 @) S=0,0010 FT\FT cr) BEDDING MATERIAL I X 1 ' FOR PIPE < 42", > FOR RIGID PIPE 0 Li 2' FOR PIPE > 42" o ry z co GRAVEL BACKFILL FOR Lo 01 Cl L V R C P FOUNDATIONS 0 FOU S WHEN SPECIFIED 10 ...................................... 0 -——-------------------................................. CD co cam„ < ON WITHIN ROADWAY LIMITS uj TYPICAL TRENCH SECTION NO SCALE ..................................... .......................... C> ........ .................1...................... .... ............................................. SD 0+00 PROFILE 7 T I? T 0 d SCALE: 1"=20' HORIZ, 1'=5' VERT FP7e 3�� 5 A e S . W . F-1 8 L►..I W DRAINAGE IMPROVEMENTS O W W g J Z LEI V) CD W Z z O Q 7- ry U • ' 0 w a_w Li U W w i-- LJ � (D 3 1 o. 1 vi I 0 1 ? 1 � I Li I D C)i z z I SEE SHEET 2 FOR DETAILED Q IMPROVEMENTS/UTILITIES _ I a N __j___i_, FOR THIS AREA fi o v r a I I r cRi I J I , o N cz y�• << o f I I �� ( Fcr/, e STA 13+25 f O STA 16+ 1 2 i 3$ I 1 I _, STA 21+ O u I BASELINE ,{ S1A 27+05 f (01 >4 Z / I �w I� \ -� — - -- -- -- - -- -- -- ---- - ------ ---- ---- -- - - -- �"'4 ry c v i , 9- 11+00 12+00 - 13+00 , 14+00 15+00 18+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 2 28+00 29+00 30+00 31+0 M�+-r 0 +00 -I -I -I -I -I -I -I -I -I SW 43RD STREET E I w.T_... _ �.... ....... ......... ._...... _ _ .....E ...... .._...... �. I ---- ----- �� STA 13+25 f 1 72 a O STA 16+5 � 1 STA 20 2 3 , Sh•v, I •TA 27+20 t C I �� S E HE FO E A E I EN S/ T1 I E A I I �N I I I J I I u i GRAPHIC SCALE: 100 0 100 200 LEEIEEEI I I 1" = 100, DRAWING INDEX DESCRIPTION- GENERAL NOTES: LEGEND � �%-�,� ;n,�leac, � s�� u�l SHE ET 1 COVER SHEET: NOTES LEGEND SITE MAP DRAWING INDEX 1. VERTICAL DATUM: N.A.V.D. 1988. � NEW / � V��E�SCIFICA F R ND OTH EXISTINGWATER VALVEL1S EQUT� ME S. w) GUY ANCHOR V /� SHEET 2 PLANS AND PROFILES 3. SEE SPECIFICATIONS FOR TRAFFIC CONTROL REQUIREMENTS. 4. CONTRACTOR SHALL NOTIFY THE UTILITIES UNDERGROUND LOCATION W o POWER/UTILITY POLE CENTER (1-800-425-5555) AT LEAST TWO WORKING DAYS PRIO SHEET 3 MISCELLANEOUS DETAILS AND SECTIONS TO PREFORMING ANY EXCAVATION. AS DIRECTED BY THE ENGINEER, -- - - -- CENTERLINE CATCH BASIN LOCATIONS MAY NEED TO BE SHIFTED IN THE FIELD CO RIGHT-OF-WAY LINE/ TO ACCOMODATE UTILITY INTERFERENCES. — — — — — ..-..........._.................... ? ........ BURIED POWER 5. APPROXIMATE STATIONING IS PROVIDED FOR REFERENCING CATCH BASIN GRATE IMPROVEMENTS AND CATCH BASIN REPLACEMENTS. ; ; -- - --�- STORM DRAIN STATION 10+00 BEGINS AT MANHOLE NO. A. Gl/n� n�J BSc sti-„ .,all r rl"400 pH, aS W 1/' I4n3 --------",------_. _.• SANITARY SEWER " ]ZZ � � NOTES: � .......... .......•••.•• .......... , .......... ••.•.•....... STORM DRAIN Ol REPLACE EXISTING CATCH BASIN FRAME AND GRATE WITH NEW OPEN CURB FACE FRAME AND GRATE INSTALLATION. SEE CITY W �._ , WATER o z OF RENTON STANDARD PLANS 6017 AND 8018. o V G GAS . ✓ O2 REPLACE EXISTING TYPE I CATCH BASIN WITH NEW CATCH BASIN Sir / ►may �;1L, TYPE I WITH NEW OPEN CURB FACE FRAME AND GRATE INSTALLATION. O O STORM DRAIN MANHOLE r CONNECT TO EXISTING PIPES. i 15 0, .,, ���' O INSTALL NEW TYPE I CATCH BASIN WITH OPEN FACE FRAME AND ,, f`` ► RIPRAP N �c- /��`" ° GRATE INSTALLATION. SEE DETAIL, SHEET 3. tj DITCH LINES/FLOW �I L 1 i ❑ CATCH BASIN w. o � ruiinj"cA-— for- ��� / r � � , �►- ��►,1� r�l�I cam,,� r� N � U JOEL— '• I 7• ' 3 € 1 ! V'� ..... ......... ..............:....,............•"............w..»...•.... ................ .,.----....„„„ i i " .... ......................... .............. . . .:5_. 4.28 22.68 .........+4 / i . c.!) i .................. M � r uj P"Al \ r J- 22.9823.18 ......... M,,. ....... . .t ...f= h CT TO'S / ete r STA 0+28.00 i � SD M HY ^ CONNECT TO !r41131/ EXIST SD MH,, .,"• w - 0+ :!^ H"�, ...,,i••,\ ,,,i' ..}i....:,t ' .__..... _ ..... ... ...i�„ ....,.._ ......... ._. ............ t :r € ....«................ :... . .................... ,.,.. ! ..., .....,, ..... .. € SD STA 0+00 w_ ........w"�«..........w «....w w_......... w� ! 1 !� !� jj w.w. ! «.w w....... r G.W ".... . w....... S� t _ . . . .. . . ... ww ......--- w_w ........ O i / i✓.i? YY ,(...". 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C C If OF 9 FE ORTH t �_ �r = Fv- €— w Z w €'-€ x x W W Q Z w w 3 0 I G 6 M E R RY X� Ir � _ rn < d' � o w N � 00 �wwzo � F0 +�oz EW CE E E. ao +I rrj co o ` w 3 x co 00 - 0 CO F- Q + Ln f- 0 co z; O xL'�W O O -HON �./-•� -H u N � p O+I � � cDI� cs4 H ° Ln / Q� O �WZc r- LOr ) r77C) � N •- ms Qom. r7Lnr�U � + N � �U � M + OLj 23 or- 00000c) ON � NW ± NZ � D � O �NOZZZZ nW NOZZZ O Z ,ter- .0 r- W z z 00 o - - - z Q � z — < ww cnFyWWWWv cnocwWUw W =c0 < riF- ;- T-W = � � _ O = ~ � O W WW * xx O� O = ~ _ O ~ - � cn V) ozzz V) FEL,JW (n � U - - - oz cr xx o � O a- WW (n� wwwv x Q V) + H 0 � Ln Q I a 3 cn ........... ....... o w N _ GRAPHIC SCALE: >< -- ----- - ------ - ------ ----- W I r - --- 20 0 «..! 20 40 " 1 I 340� ~- of ~� 1" = 20' HORIZ .... 30 LF 48 -- APPROX EX GRADE �0 ...... ...._.......... ... ._ . r�t.......f°... _ .... .................................. _ _ 20 ! ; I j 28 LF 48' 5 0 5 10 0• L F 54 80.55 LF 54" I 1" - 5' VERT r ....... .. ... .. _ i i, ►,1 S=0.0030 FT\FT S=0.0030 FT I �r ; _ QUARRY Z I FT\FT SPACES AT INLET o SP�11�FT 002 ® �' _ CL--- RCP 0 TCP €- 10 - -- _. ......_�._ __.w w w�1ww. www �.w .w w ww www_ www . w www w_ww ww _..w. 4 ?....................... . ...................................... Q ... 10............................E W . Zo I J ! jj W i € _ w � x o € i Q .._.,.....__._..w..w......._.._.........-......"_.w.._........_ ...... ....w.................1 ti j ¢ W ......... . Via.... ............. _... m SD 0+00 SD 1 +00 0+00 N o PROFILE NO 1 PROFILE v Z N 0 s Y Z 8 z - LL a o vi z S .W . 43RD STREET w DRAINAGE IMPROVEMENTS W w a- � r ) J Z o — Z W V) C Z � Q � Z � LJ ~ W � W — � Cn � I- 0 � ~ I w > cr, a O 0 �, w 3 I I V I a Uj Li Z Z i w SEE SHEET 2 FOR DETAILED > Q IMPROVEMENTS/UTILITIES _UJ__J___1 FOR THIS AREA w N w Q I ) O �+ :� I o I Q I :. I STA 13+25 f 1 STA 16+50 1 STA 21+45 f 2O S1A 27+05 O ° I I BASELINE 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 - SW 43RD STREET I o E I w >. �. s \E — ——— w ———————— —————————— _ :._ w...... �.: .........::.. m"....... ......�,.., ........_M __..... ...,.. ........ ...... ...—- ---------- ............ ......_ w; ----------1 v� �I i � ° Q, I I I -- - ° �_�----� ------� STA 13+25 f O STA 16+50 O STA 21+55 f O2 I I I � STA 27+20 f 0 I I I j i I I L --_j SEE SHEET 2 FOR DETAILEDgo j -I IMPROVEMENTS/UTILITIES ZZ Q FOR THIS AREA U� o �� I o � W 7� 0 I J o =_ oo Z �Zo II o �15 az GRAPHIC SCALE: N 100 0 100 200 1 " = 100, o DRAWING INDEX— DESCRIPTION— lzGENERAL NOTES: > 3 W a LEGEND SHEET 1 COVER SHEET NOTES, LEGEND, SITE MAP, DRAWING INDEX 1. VERTICAL DATUM: N.A.V.D. 1 2. SEE SPECIFICATIONS FOR CITY OF RENTON, AND OTHER EXISTING NEW WATER VALVE PERMIT REQUIREMENTS. GUY ANCHOR SHEET 2 PLANS AND PROFILES 3. SEE SPECIFICATIONS FOR TRAFFIC CONTROL REQUIREMENTS. LLJ 4. CONTRACTOR SHALL NOTIFY THE UTILITIES UNDERGROUND LOCATION a POWER/UTILITY POLE CENTER (1-800-425-5555) AT LEAST TWO WORKING DAYS PRIOR W SHEET 3 MISCELLANEOUS DETAILS AND SECTIONS TO PREFORMING ANY EXCAVATION. AS DIRECTED BY THE ENGINEER, - -- CENTERLINE CATCH BASIN LOCATIONS MAY NEED TO BE SHIFTED IN THE FIELD m TO ACCOMODATE UTILITY INTERFERENCES. — — — — RIGHT-OF-WAY LINE 5. APPROXIMATE STATIONING IS PROVIDED FOR REFERENCING CATCH .......................................... ............................................ BURIED POWER BASIN GRATE IMPROVEMENTS AND CATCH BASIN REPLACEMENTS. STATION 10+00 BEGINS AT MANHOLE NO. A. STORM DRAIN SANITARY SEWER KEYED NO .... ............. ;; STORM DRAIN Ol REPLACE EXISTING CATCH BASIN FRAME AND GRATE WITH NEW OPEN CURB FACE FRAME AND GRATE INSTALLATION. SEE CITY WATER OF RENTON STANDARD PLANS B017 AND B018. o G GAS O2 REPLACE EXISTING TYPE I CATCH BASIN WITH NEW CATCH BASIN ® �? TYPE I WITH NEW OPEN CURB FACE FRAME AND GRATE INSTALLATION. r CONNECT TO EXISTING PIPES, O STORM DRAIN MANHOLE i O3 INSTALL NEW TYPE I CATCH BASIN WITH OPEN FACE FRAME AND 01 � RIPRAP GRATE INSTALLATION. SEE DETAIL, SHEET 3. o ID CDDITCH LINES/FLOW 0 c _ ❑ CATCH BASIN o � 0 0 i Q : - O a vi Z z w �j PLOT DATE: PLOT SCALE: PAPER SPACE: STA: JOB NO: CD: FILENAME: X R E F: S.C.S. I:\RAD06\RAD06001 9-15-97 ® 14:46 PPP- S S- TTTT DATE: SURVEYED: SCALE: VERTICAL NAVD 1988 HORIZONTAL: NAD 1983/1991 CITY OF FIELDBOOK: DESIGNED: it l 1 !�L N r i - N PAGE. DRAWN: DRAWING NO: ONE INCH DATUM CHECKED: AT FULL SCALE Planning/Building/Public Works Dept. IF NOT ONE INCH Gregg Zimmerman P.E., Administrator N0. 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', 4j # •..-.. & :k moo M M > U, N � X —� € o cn M Mzm c� � c � o _ o D z II` II M 0 0 cn No n K < M = m = m O U1 �7 No D � Q0 N � Ln fTl D m Z_ M D � Z 0 0 -< O 22.68 I Q _ ► II � - i Y \ 22.98 22.98 Y24.1 1 0-1 Q . 23.18 j � l I w , a ................. . ....................... ....................... ......................... .......................... :. ...� ....... . .. ......... .. .. ..... — :..:::.:;;: : :::... . / 23.28 11 / I \ \ � / - -. SW 43RD STREET 1 -- . 0 -- - •�^- .21 / I 23.28 • 48 - _ -- - -- -- -- -- -- -TT=F=-- .........- \ -- -- -- -- . ............ 2348 21.18 i � \ 23.48 \ �4.98 \\ 20.48 1 23.58 i \ I \ i I I � � CITY OF RENTON DEPARTMENT OF PUBLIC WORKS DESIGNED: DATE: FILE NAME: DRAWN: SCALE: FIELD BOOK: PAGE: CHECKED: NO. REVISION BY APPR. DATE APPROVED: I SHEET: OF: DIRECTOR OF PUBLIC WORKS