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Home My WebLink About2006-099 - Agreement with Transystems for Design ServicesBILL N0.2006 - 99 ORDINANCE N0.2006 - 99 AN ORDINANCE AUTHORIZING THE CITY OF RIVERSIDE, MISSOURI TO ENTER INTO AN AGREEMENT WITH TRANSYSTEMS CORPORATION FOR DESIGN SERVICES FOR I-635, ROUTE 9, HORIZONS PARKWAY AND SCHOENBECK ROAD SUPPLEMENTAL WORK TO PHYSICALLY LOCATE UTILITIES FOR PROPOSED FORCE MAIN WHEREAS, the City of Riverside, Missouri ("City") engaged in negotiations with Transystems Corporation ("Transystems") for provision of engineering and design services related to the Horizons Project and the I-635 and Van de Populier interchange under consideration by the City (the "Services"); and WHEREAS, the City and Transystems have previously reached an agreement concerning the provision of and payment for such Services (the "Agreement"); and WHEREAS, revision aze necessary to the Agreement and the concurrent change in the scope and nature of the Services to physically locate utilities for proposed force main. NOW, THEREFORE, be it ordained by the Boazd of Aldermen of the City of Riverside, Missouri, as follows: Section 1. The City of Riverside shall enter into Supplement #5, in substantially the form attached hereto as Exhibit A, to the Agreement whereby Transystems shall provide design and engineering services, related to physically locate utilities for proposed force main in the Horizons Project, to the City at a total cost not to exceed Twenty Six Thousand Seven Hundred Twenty Five Dollars and No/Cents ($26,725.00) ("Supplement #5"). Section 2. This Ordinance shall be in full force and effect from and after its passage and approval. Passed this~day of , 2006 ayor, Kathleen L. Rose ATTES'~• C' Clerk ,. ((~~ }},~~__._,~ TranSystems ® ~ u~SfGms 2400 Pershing Road _ ____ __ ___,% Suite 400 Kansas City, MO 64108 Tel 816 329 8600 Fax 816 329 8601 wvuw.transystems.com July 11, 2006 Mr. David Blackbum City Administrator 2950 NW Vivion Road Riverside, MO 64150 RE: Proposal to locate Missouri American Water (MAW) facilities along the proposed force main route Dear Mr. Blackburn: We have prepared this proposal as a supplement to our existing contract to physically locate the MAW facilities along the proposed route of the Horizons sanitary sewer force main. It is important that these facilities be located exactly so that the route of the force main can be designed with certainty and so that permanent easements for the sanitary force main can be written accurately. It should be noted that we have attempted to have MAW locate their facilities themselves, but they have stated that they can not do this with certainty. They have also stated that they will not provide excavations for us. We have researched the proper procedures and methods with the Levee District, US Army Corps of Engineers and the BNSF Railroad. Our proposal reflects those various requirements in the price and schedule we are quoting you. I hope this meets with your satisfaction. Of course, we are always ready to discuss this matter more fully if needed. SCOPE OF SERVICES 1. Survey the nineteen (19) preliminary locations to be explored. 2. Obtain the required BNSF Railroad liability insurance and provide proof of same to the City (Kantex). 3. Conduct the "pre-activity" meeting with the Levee District and the US Army Corps of Engineers. 4. Conduct the video of the site (Kantex). 5. Perform the vacuum excavation of the nineteen (19) locations. (Kantex) 6. Repair the excavations within the levee zone with the Bentonite sluny. (Kantex) 7. Fill and compact other excavations. (Kantex) 8. Survey the final excavation locations and record the depths of the MAW facility. 9. Submit the final report to the City. ._ .. _ .~.. _ ... .T ...7 _ .~. ___.. d'V I Systems Mr. David Blackburn July 11, 2006 Page 2 of 2 SCHEDULE We propose to complete this work in three (3) weeks of receipt of your signed contract amendment. Fee: Professional Services: TranSystems survey $4,563.00 TranSystems Coordination and Documentation 2,000.00 Kantex 8,104.00 Sub-Total $14,667.00 Expenses: Cement Bentonite Slurry $300.00 Pre-activity video 464.00 BNSF Railroad Insurance 9,236.00 BNSF Flagman 1,058.00 Sub-Total $11,058.00 US Army Corps of Engineers Contingency Plan Cost $1,000.00 TOTAL $26,725.00 Sincerely, TranSystems ,~~ ~ . Frank L. Weatherford, P.E. Principal FLW/cer PROPOSAL ACCEPTANCE: ~ ~ ~~ ity of Riverside, Missouri DAVID BLACKBURN 7-11-0B.000 _ .r ._ ... .~ ....~. _. .T.. ~~/~~Q~ Date ._... __. I. .._. .Q. .. t.l. ... .... in ri VACUUM EXCAVATION SPECIALISTS Iletlle, Neeaea l12.1t1.t112 Cllieele, Illieeis 11x.4!2.242! weed Iirer, Illieela !1!.!11.1111 Ie~atee,Teaea itl,itx.tilt ®elles, Totes /li.t2i.xi11 Ceder, waelele! 311.112.x2!! Cerrltes, Celltenle Ct Ile. a 121!11 x!2.!!5.5124 June 22, 2006 Frank Weatherford, P.E. Transystems 2400 Pershing Road Suite 400 Kansas City, MO 64108 Mr. Weatherford, The following is an estimated cost proposal for potholing Missouri American Water Line in Riverside Missouri: Sbcteen (16) locations on ax/sting 8 loch water main, three (3) locations on ex/sting 12 Inch water main (19 total) utilhing a Two Man Vac Crew at our attached 2006 rates. Est/mated comphzHon is four-10 hour days ............................... x8,104.00 Cement Bentonlte Grout Slurry for two (2) /ocat/ons on the Riverside/ Qulndaro Bend Levee (both locations not to-exceed six feet /n depth). M/xture to follow Corp of Engineers Speclflcat/ons provided in the meet/ng on June 16, 2006 .........................................................................................x300.00 Pre-actlv/ty meeting for access revlow and vfdeo of levee s/tes....... x464.00 Rail Road L/abllity Insurance .....................................................x9,236.00 Rail Road Flag Person for eight (8) hour day ............................... x1,038.00 Total estimated cost ................................................................ x19,162.00• As per several phone conversations with and drawings provided by Phil Francis with Continental Engineers, the above estimate is based on excavations not exceeding six feet in depth at any location. Should water main exceed six (6) feet in depth or crew delayed for any reason beyond our control, the total cost may exceed the above estimated cost. As per COE levee procedures, local forecast with no chance of rain and levee elevation will tie checked. If rain would occur during excavation process, backfilling with cement bentonite grout slurry would occur immediately folowing COE guidelines. Additional crew hours at $193/hour and materials for backfili at $150.00 per hole will accrue should contingency plan be activated. I have attached a 2006 Rate Schedule for your files. Should you have any questions, you may contact either myself or Mike Taylor at (913) 780813. Regards, Bret Yount Heartland Area Manager t 1 ., .. ¶ h Zoos ^ ^ ^ ^ Ill A ~ HOURLY RATES VACUUM EXCAVATION SPECIALISTS One Man Crew w/ Vacuum Rig "* Two Man Crew w/ Vacuum Rig Three Man Crew w/ Vacuum Rig Two Man Recoat Crew w/Truck Laborer Foreman Administrative RATE SCHEDULE STRAIGHT TIME OVERTIME $155/Hour $185/Hour $193/Hour $241/Hour $240/Hour $314/Hour $114/Hour $163/Hour $ 37/Hour $ 56/Hour $ 58/Hour $ 88/Hour $ 25/Hour $ 39/Hour PROFESSIONAL SERVICES Designating Technician w/truck $ 78/Hour $ 108/Hour Records Research $ 59/Hour $ 89/Hour NOTES: - Work is charged portal to portal. Special mobilization rates apply to projects over two weeks in duration. - Per diem rate of $88/day/person will be charged on projects that KANTEX employees are not home for the night. - Overtime is defined as hours worked over eight (8) a day or forty (40) a week and all weekends and holidays. - Utility or rec:oat truck supplied at $150/Day. A mileage charge of $0.15 will apply on mileage over 100 per day, $0.25 'rf pulling trailer and/or core machine. 111 t M 1, 111 t 1 S - Core machine w/truck supplied at $95 per core plus labor. (3 core minimum) 111.1t1.it11 - Street plates supplied at no charge for seven days; $5/each every additional day. C 1 I C 111, I I I 1111E - Materials will be supplied at cost plus fifteen (15) percent. tlt./ii.l/ii - A $39/test station charge will apply for asbestos coated pipes. All coal tar coated lines will be treated as containing asbestos unless documentation is provided to the N 111 1 i r e r, I I I i 111 S contrary. Customer is responsible for the disposal of HEPA filters and residual asbestos i1t 111 1111 material. - Tax will be added to invoices if applicable. 111 S t 11, ? 1 K 1 t - Interest will accrue at 1.5% monthly on all past due accounts. 211.tt1.t21t - KANTEX Industries reserves the right to change rate schedule with thirty days written notice. 11111s, T1r1s t12.tit.itll - Four Hours °stand by" will be charged for days crew cannot work because of weather or scheduling problems. Four hours is the minimum daily charge. C 1 f ~ 1 f, w 11 ^ 111 - On utility locating projects, KANTEX Industries performs work as directed by a t11.112.t12t Company representative and will expose the utility cbsest to the surface unless directed otherwise. KANTEX is not responsible for mismarked or unmarked utilities and Company is solely responsible for cut-ins that arise because of multiple utilities in an C e r r I t 1 s , C 111 f 1 f 111 excavation that were unknown to and not exposed by KANTEX Industries. CI tle. p t11l11 5i2.itt.t121 ffinis Corp June 27, 2006 Mr. Phillip Francis Continental Consulting Engineers, Inc. 9000 Stateline Road Leawood, KS 66206 Dear Mr. Francis, 7401 West 129th Street, Suite 110 Overland Park, Kansas 66213 Phone: 913-239-1100 Toll Free: 877-527-5468 Fax: 913-239-1111 www.affinis.us Re: Riverside-Quindaro Bend Levee District Affmis Job No. 04-0752.01 Task 101 Riverside Forcemain -Potholing Subsurface Investigation COE # 2006-101 The Riverside-Quindaro Bend Levee District (RQLD) Engineer with assistance from the U.S. Army Corps of Engineers (COE) has reviewed the construction documents (plans and construction procedure) submitted for the proposed potholing subsurface investigation to locate the existing City of Riverside watermain at approximate Levee Station 241+00. ThefdlowingoaYxnentshaaebeenprovidedfromsubmittalsandvariousemail oorresportderioa Please see thefdlawing general and prooadure speafic oorrxrterds 1. Ger>Fral: Theplanviewdoesnotshowhdeloc:ationswithintheleveeembatacment. In the event it becomes necessary to excavate or bore i nto the I eves emba~lcmertt, the RQL D should be ooord Hated with pri or to the work. 2. General: The plan statesahdewill becxeeted, swayed, and backfilled in asirlgleday. The Cordrador should be requi red to obtai n river stage read rtgs artd forecasts. The Contractor should not bepermitted to proceed with thework if thestageisat or forecasted for that day to riseabovetheLineCreekhighbank. Line Creekissusoeptible toflash floodsfrom localised precipitation events The Contractor should berequired to morrtor preapitation forecasts, and if precpitation isin theforecast, work should bere- scheduled at theriverward locatiansfor atimewhenriver stages and precpitation forecasts arefarrorablefor acaees and work. 3. General: Theflood season t~ntinuesthrough themol7th of July. If thework isplarvted between now aril theend of July, a request for awaiver to theexcavation restriction should besubmitted by thljt..altractor. Given thenatureof thework, theexisting Conti rtgerxy plan with the oorrxrter>ts of this oorreeportdertoe i noorporated is adequate: TheRQLD mttst lie notified prior to theContrador begirxtingthework. 4. SiteAooeesand Site Restoration: If at all possible; staging shaid occxr at thelevee crown with the least arrtotxtt of equipment and traffic ~ poseiWe: Access on the levee slopeshouldonlyoocurtotheextentabsdutelyneoessary. TheContradorshould ENGINEERS • PLANNERS • CONSULTANTS Building long-lasting relationships r- document, such as with a video camera, the pre-activity site conditions to ensure the site is fully restored. The Contractor should coordinate with the RQLD to be present during the pre-activity video. The Contractor should coordinate seeding details and follow-up efforts with the RQLD to ensure the site is fully restored and established to its pre- activity condition. 5. Hole Locations Landward and Outside the Levee Slope Projected: Tn the event soil falls loose to the base of the hole, the loose material should be removed prior to backfilling. 6. Hole Locations Riverward of the Levee and Within the Stability Berm or at the Levee Tce: The pot hole should be limited to 12-inches in diameter and 8-feet in depth. Loose material should be removed from the hole prior to backfilling. If pot holes will be located in close proximity to each other, then each pot hole should be backfilled and the grout slurry allowed to set-up prior to beginning the adjacent pot hole. During the pot hole operation, the area should be monitored for stress. If there are any signs of embankment stress, such as tension cracks or collapsing holes, this office should be coordinated with on the proper procedure to excavate, backfill, and restore the affected area The proposed potholing subsurface construction is approved-as-noted with the above comments. The above comments should be incorporated into the potholing procedure. At the time of mobilizing to the site, RQLD would like to walk the site with you to confirm access routes, boring locations with respect to levee features. Please notify myself to schedule this meeting. Upon completion of the project; as-built drawings should be submitted to the RQLD for our records. If you have any questions, please contact the undersigned at (913) 239-1106. Respectfully, G;;~ .. r Jason D. Davis, P.E. cc: Charles Detrick, Corps of Engineers (district office) Michael McGinness, McGinness 8c Shaw Mr. Gary Cresson, RQLD Mr. John Jackson, Riverside Mr. Brent Miles, Riverside Project File, (1 copy) Page 2 of 2 f' RIVERSIDE WATER MAIN POT HOLING Wgrlc_Plan F~r_Pot_Holing_Exi@ting Water Main At 2 Locations To Be,Cro. With A Riveixide. Sant _ Force Main Riverside Qainclaro Lcwcxe_Sta.. 7A1+90.83,_56~63' Lt .8t 24l?}87.33_,_73 :93' Rt;. 1. Boring locations to be staked by'CranSyatems from a plan provided by Continental Consulting Engineers. 2. Notify Af6tria Cap. and RiversidelQuindaro Bend Levee District of the day of mobilu•.ation to walk rite (2}boring locations to delerminc access location points. 3. These 2 locations will be excavated using a vacuum truck system. Tho work will be scheduled to be performed, surveyed for location and elevation and backfilled on the same day. 4. Backfilling will be done using the COE "Cement Bentonite Grout Slurry" specification BORINGS, POSTS AND POWI?R POLES dated Revised Oct. 98 to fill the hole from the bottom up using a tt+emie to within 2 feet of the surface. The top 2 fuel of backfill material to be mechanically tamped (2 temps per 4"lifts) using spoils from the excavated hole. All excess spoil material to be hauled from the site. Nate: Change the R.S gal. of water per 941ba of cement to 8 gallons as directed by dte CUE. Granular Bentonite uv available (a) Goedecke in St. Louis. Call Ed at 317-6S2-1R10 S. Since most water mains arc relatively shallow (4' to 6" deep), the entire lower portion of the put hole to be filled with the above slurry to within 2' of the surface. All areas disturbed to be sealed and mulched to match existing site varieties. See attached letter dated June 27, 2006 fiom Affinis that shall be incorporated and be made a part of this plan and procedures. F.merge~_Prgc~edprre For Bachling Pot Holes In The Eivent of High Water I . The first precaution to avoid the potential for high water is to schedule the pot holing excavation at a time when the potential for high water is the least. 2. The second precaution to avoid having a problem with high water at die excavation site is to have all backfill materials (Bvntonite, Type I Portland cement, water and trernio) on site ready to mix on short notice. 3. To avoid having the excavated hole from r>rceiving water from a flash flood condition, the ground on the upper side of the excavation shall bo mounded with excavated material to berm the water away from the hole. 4. At the first sign of high water potential, all excavation shall cease and the hole beckfillcd as noted above. S. The contractor shall comply with the COIi specification INTERIM FIAOD PROTEC'ITON AND CONTINGENCY PLANS. Prepm-ed by Continental Consulting Engixteers, Inc. 6-12-06 Revised 6-27-06 t' BORINGS, POSTS AND POWER POLES Revised Oct. 98 1. Post and power pole installation. The following requirements far the installation of post/power poles should be addressed: 1..1. The borings for the poles should provide a minimum diameter equal to the diameter of the pale plus an annular space equal to two widths of the tamper with the pole centered in the boring 1.2. Holes should be backfilled from the bottom to within 5 feet of the existing ground surface by placing material in 4 inch thick layers. Each layer should be mechanically tamped with not less than 2 tamps per layer prior to placement of a successive layer. Each layer should be compacted to a density apptaximately equal to or greater than the surrounding undishtrbed soil. The moisture content of the backfill material may need to be adjusted either by moistening or aerating as required to facilitate compaction. 1.3. At grotmd surface the backfill should be mounded up immediately adjacent to the pole to direct the water away from the pole. 1.4. The upper 5 feet of the hole should be backfilled with a "Cement Bentonite Grout Slurry" to the stttrounding ground surface. The slurry should be proportioned as a 94 pound sack of Type I Portland cement with 5 pounds of powdered bentonite and $)r/~ gallons of water. The upper 2 feet can be compacted soil in agricuthtral lands. r' fir' ±~''~~~tt,. ~ra~ ].5. All areas disturbed due to pale installation should he graded~to dram. Disturbed areas shott~ci be seeded and mulched to match existing varieties of slope protection grass. l .6. The holes should be kept dry during backiilling procedures. 2. Exploratory borings, dewatcring wells, piezometers and other holes. The exploratory borings, existing wells, piezorneters attd other holes drilled in the critical area should comply with the following requirements: 2.1. Dttilling should be discontinued and grout or be~ttonite seals should be placed in all open borings if the river is approaching flood st<1ge. Drilling should not start if the river is approachng flood stage. A contingency plan should be submitted for review if the borings are done during a flood period. The contingency plan should meet the requirements listed in the topic TEMPORARY FLOOD CONTROL AND CONTINC:ENCY PLAN. 2.2. Boreholes should not be left unattended for over 24 hours. All open borings should be sealed before leaving the site at the end of a work week. BORINGS-1 r 2.3. Borehole sealing materials and equipment should be ou hand at the site before drillnrg begins iu the event that unexpected river stage increases occur. 2.4. Abandonment of piezometers or wells (relief, water or dewatering wells) should Follow applicable state regulations. These generally provide the most current acceptable methods and should be referred to prior to abandoning any well, test hole, piezometer, or other- device. In same instances, the state regulations may not specifically govern some of these featnres, however [he procedures outlined in ttre regulation should be used as a guide to properly abandoning wells, instruments, and test holes. In addition, many pressure relief well systems and construction dewatering well systems have unique construction features that require specific design consideration to safely and acceptably abandon. The levee sponsor should seek the advice of a registered geologist or professional engineer regarding abandonment of wells that arc components of systems with complex desilm features suc]r as underground vaults, buried collector systems, etc. The following guidance therefore is intended for application only to abandonment of wells with basic design and conshnction features. 2.4.1. In general, all wells, test holes, and piezometers in Kansas are regulated by the Kansas Department of Health and Envimnmertt (KDHF,). KDHF, Article 12, "Groundwater Exploration and Protection Act", and the KDI-lE "Plugging Packet" prescribe how various types of wells, test holes, and piezometers are to be abandoned. However, because many pressure relief well systems include buried collector systems and/or underground vaults, the KDHE and the COE should be contacted to discuss pertinent design feahires to ensure safe and acceptable well abandonment, and maintain integrity of the flood control features. The selected abandonment method should be reviewed by the COE and approved by the levee sponsor based on COE recommendations. 2.4.2. CurrenNy, pressure relief weds and const~uclion-dewatering wells are exempt from slate regulation in Missouri. However, Missouri Department of Natural Resources (MONK) does govern the abandonment of test holes and piezometers in Missouri (Missouri Well Construction Rules, Miscellaneous Publication No. 50). Where state regulations do not apply, the following guidance should be used as a minimum to abandon obsolete and defective wells OR piezometers. Tremie placement of cement or cement-bentonite grout from the bottom of the well to the ground surface is the preferred method of abandonment for smaller diameter wells and devices. Alternatively, if well diameter and depth make full-length placement of grout economically infeasible, chlorine disinfected granular material. maybe placed by tremie pipe from the bottom of. well to 50 feet below ground surface. Cement or cement-bentonite grout should then be placed by tremie pipe from the top of granular material (SO' below ground surface) to 3 feet below ground surface. All surface features should be removed and the remaining open hole should be back6lJed with compacted clay soil. However, because many well systems include buried collector systems and/or underg~nund vaults, the MDNR and the CUE should be contacted to discuss pertinent: design featw•es to ensure safe and acceptable well abandonment. The selected abandonment method should be reviewed by the COF, and approved by the levee sponsor based on COE reannmendations. BORINGS--2 2.4.3. The goal of any well, device, or test hole abandonment is to plug the opening to prevent uncontrolled flows from compromising the integrity of the flood control stluchue, and to prevent the migration of contaminants into the groundwater. A registered geologist or professional engineer should design any abandonment operation involving design featw•es other than the most basic well coastruction or test holes. Prior to beginning work, the selected abandonment method should be reviewed by the COE and approved by the levee sponsor based on COE reconmiendations. Refer to ASTM D5299-92, "Standard Ouide for Decommissioning Ground Water Welts, Vadose Zone Monitoring Devices, Boreholes, and Other Devices far Eirvironmental Activities" for additional guidance on abandonment procedures. 2.4.4. Abandonment of exploratory borings should be done by backfilling the boring with sand to the base of the impervious blanket and with shury cement grout within the impervious blanket. The top 2 feet should be backfilled with compacted impervious material. BORINGS-3 f' I 1 INTERIM FLOOD PROTECTION AND CONTINGENCY PLANS l.. General. High water conditions may occur while constnution is in progress. Plans and specifications for the proposed work must addre~s measures to tnaintaat the integrity of the levee chtrutg these periods. Common measures include dewtrtering, wnshuction of ring levees, and emergency backfitling of open excavations. Sandbags and pumping can also be used to supplement the eHbtt. Driven sheet piling should not be used for temporary flood control purposes. Preferably, work within the critical area of the flood protection project should be scheduled during dry periods of the year. Excavation in the critical area is to be avoided between April I and August I of any year. I-Iowever, waivers to this restriction may be obtained finm the Coq~s of Erttrineers for periods not [o exceed 30 days, provided antecedent conditions and potential river sfirgcs are favorable. A waiver request will require a contingency plan addressing high wafer conditions. 2. Temporary Floocl Control Methods. 2.1. Dewatering. The dewatering option is more typically used on larger projects, on excavations within a levee embankment, or where construction access is limited landside of the flood control project. When excavation proceeds during high water, the dewatering system should be capable of maintaining the piezometric levels to minimum depth of 2 feet below the bottom of the excavation during a 10t>_year river stage event. At least one piezometer must be installed near the excavation to monitor die pieaomelric level..lf this level cannot be maintained, provision must be made in flee plans to backfill the open excavation to the original ground surface. Additional guidance nn dewatedng is discussed in the topic DEWATERINCi. 2.2 Ring Levee. A ring levee should be used when excavation within the Icwce embanlnnent will lower the level of protection below the design level of protection. 'T'his option is commonly used if satisfactory impervious material and c;onshuction acxess is available to build an embanlanent 2.2.1. The ring levee should be constructed riverwarcl or landward of the flood protection stnrcture to a height equal to the 100-year river stage eveat, in urban areas where the design level afprotection is S00 year. if the design level of protection ol'the levce is below 100 year, the ring levee should be constnrc;ted to the height of the existing levee. 2.2.2. The crest width of the ring levee should be S to 10 feet and side slopes should be conshuctcxl at 1 V on 2.SH. A S feet wide impervious zone should be constructed on the riverside slope. The levee crown should be surfaced with S inches of c:ompac;ted crushed rock surfacing to facilitate continuous access cm the levee crown in emergency situation. 2.2.3. Stability analysis should be performed for lire ring levee embankments. Procechues to analyze CONTINGENCY PLAN-1 f' slope stability of a temporary ring levee should conform to the topic SLOPE STABILITY. 2.2.4. The toc of the ring levee shotild be offset from the open excavation a distance equal to the depth of the excavation. The alignment transition between the ring levee and original levee should not exceed a rate more severe than 1 foot offset to 3 feet of lengllt,. 2.2.5. Materials and compaction requirements for construction of the ring levee are the same as those discussed in the topic EXCAVATION ANU BACKFILLING. 2.3. Bar:kfilling. Provision to backfill the excavaflon during high water periods may be an adc~uate measure for excavations on the landside or riverside of the flood control project, especially if the work is planned during low river flow periods. Plans and specifications should include a contingency plan that addresses emergency backfill capabilities such as availability ofadequate impervious fill material, type and availability of backfill equipment, and when emergency backfilling operations would be initiated during a flood period. The stockpile of the emergency fill should be shown vu the wnstnwtion drawings. No stockpile material is allowed on the levee slopes or crown. Typically, it is recommended d,at excavation work should cease rum backlilling start when the river level reaches a point 3 feet below the bottom of the excavation. The contingency plan should state that the rate of emergency backfill exceeds the rate of the rising river level. 3. Contingency Plan. A contingency plan should inchrde all necessary data related to actions to be taken in case of river exceeding the flood stage. The contingency plan should include all ptaposecl measures to protect the area with a reduced level of protection chre to construction activities. 3.1. The river stage should be monitored and the river elevation at which the contingency plan will be activated should be determined. 3.2. The contingency plan should include all material and equipment to be used to activate the plan, and the locaticm of the stockpiled materials. CONTINGENCY PLAN-2 i ~ 4 , Survrey Fee Estimate (Schedule of Rapes 2006) (ForceMain) Additional Topography and Potholes of Water Line Riverside, Missouri 21,1un-06 Item Survey Stops of Work 100 Survey Coordination 101 Preliminary staking of 19 Potholes 102 Additional Topography to supplement Levee Area 103 Base Map and Suppkirrrent Tin work 104 Conduct Survey for k>cafion of 19 Potholes 105 Prepare a worksheet for (X,Y,27 Location of Potholes S~ S-3 3 MAN CREW T-2 109.00 580.00 5187.00 587.00 1 1 8 1 6 1 8 1 8 1 2 Hours 2 6 Loaded Labor Cost 5218 5480 Labor Subtotal Tatai Survey Expenses Airfare SO Mileage 575 Hotel (0 nights ~ 585 a night) 50 Meals (0 days ~ 535 a day) SO MaiVReprodudion $0 Materials and Supplies 550 5125 1. ,. ~ 20 8 s3,7ao s53s $4,438 5125 54,583 .. .f `, ., .~, i ~~ ; '` 1 ~ ~ ~£ .~ 3, ~° ~~5,< ^p ~ ~ ~ ~~ S ~ ~ ~ t. 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