- 1 - SCOPE AMENDMENT SP 0305-31, TH 59 North of TH 34 in Detroit Lakes to 0.4 miles south of the Buffalo River November 2012 SCOPE CHANGE The following items need to be added to or removed from the scope of the project: 1) The scoping document has been revised to include the following changes: 2) The project fix has been changed to 3” mill and 3” bituminous overlay. 3) The project now includes 1.5” mill and 1.5” overlay, 3 subcuts and pedestrian ramp upgrades in Callaway. 4) The proposed letting date is now November 22, 2013. 5) The project will now receive centerline rumble strips. 6) The project estimate has also been updated to reflect the latest changes and inflation factors. REASON FOR CHANGE The change is necessary because: 1) Revising the scoping document was cleaner than just using a scoping amendment. 2) The new fix was determined to be lowest life cycle cost alternative. 3) The section through Callaway is also in need of repair. 4) The letting date was changed to balance project lettings. 5) Centerline rumbles were added due to latest tech memo. COST ESTIMATE The construction letting cost estimate for the original project was: $ 7,992,500 The construction letting cost estimate for the current scope: $ 5,116,334 The TPCE including $1.09M for engineering is $7.26M in 2014 dollars. The Planning Director has been informed and agreed to accomodate the new estimate. SCHEDULE The Principal Engineers have reviewed the modified scope and its effect on the schedule. The modified sope will have no significant impact on the project schedule. The impact to the schedule has been resolved by the Principal Engineers. The impact to the schedule requires a change in letting date to ______. Planning Director agreed to accomodate the new letting date. ENVIRONMENTAL DOCUMENTATION The Project Information Group has evaluated the apparent SEE impacts of the modified scope and determined that: Environmental documentation has yet to be prepared and this change will be reflected. The modifications do not require an amendment to the completed environmental doc. The modifications require an amendment to the completed environmental doc. The modification requires preparation of a higher level environmental document. PUBLIC COMMITMENT This change will not cause a public commitment or expectation to change. This change will cause a public commitment or expectation to change. Local Partners have been contacted. CONSTRUCTION LIMITS Construction limits have not yet been established for the project. The modifications will not change construction limits. The modification will affect established construction limits. The impact to the schedule has been resolved. Detour Needed
Transcript
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SCOPE AMENDMENT SP 0305-31, TH 59
North of TH 34 in Detroit Lakes to 0.4 miles south of the Buffalo River November 2012
SCOPE CHANGE The following items need to be added to or removed from the scope of the project:
1) The scoping document has been revised to include the following changes: 2) The project fix has been changed to 3” mill and 3” bituminous overlay. 3) The project now includes 1.5” mill and 1.5” overlay, 3 subcuts and pedestrian ramp upgrades in
Callaway. 4) The proposed letting date is now November 22, 2013. 5) The project will now receive centerline rumble strips. 6) The project estimate has also been updated to reflect the latest changes and inflation factors.
REASON FOR CHANGE The change is necessary because:
1) Revising the scoping document was cleaner than just using a scoping amendment. 2) The new fix was determined to be lowest life cycle cost alternative. 3) The section through Callaway is also in need of repair. 4) The letting date was changed to balance project lettings. 5) Centerline rumbles were added due to latest tech memo.
COST ESTIMATE The construction letting cost estimate for the original project was: $ 7,992,500 The construction letting cost estimate for the current scope: $ 5,116,334 The TPCE including $1.09M for engineering is $7.26M in 2014 dollars.
The Planning Director has been informed and agreed to accomodate the new estimate. SCHEDULE The Principal Engineers have reviewed the modified scope and its effect on the schedule.
The modified sope will have no significant impact on the project schedule. The impact to the schedule has been resolved by the Principal Engineers. The impact to the schedule requires a change in letting date to ______.
Planning Director agreed to accomodate the new letting date. ENVIRONMENTAL DOCUMENTATION The Project Information Group has evaluated the apparent SEE impacts of the modified scope and determined that:
Environmental documentation has yet to be prepared and this change will be reflected. The modifications do not require an amendment to the completed environmental doc. The modifications require an amendment to the completed environmental doc. The modification requires preparation of a higher level environmental document.
PUBLIC COMMITMENT
This change will not cause a public commitment or expectation to change. This change will cause a public commitment or expectation to change. Local Partners have been
contacted. CONSTRUCTION LIMITS
Construction limits have not yet been established for the project. The modifications will not change construction limits. The modification will affect established construction limits. The impact to the schedule has been
resolved. Detour Needed
PROJECT SCOPING REPORT S P 0305-31 TH 59
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This change will result in the need for a detour: Yes No Original Scope already calls for a detour
RECOMMENDED BY: ________________________________________ Project Manager Date APPROVED BY: ________________________________________ Assistant District Engineer Date _______________________________________ Assistant District Engineer Date
PROJECT SCOPING REPORT S P 0305-31 TH 59
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PROJECT SCOPING REPORT S P 0305-31 TH 59
____ Draft for Review _____ Final for Signature __X___ Scope Amended Performance Need for Project: Policy 1 - Preservation Purpose of Project: To recondition the pavement and restore ride quality
Project Limits: RP 264.341 to RP 278.107
Project Description: North of TH 34 in Detroit Lakes to 0.4 miles south of the Buffalo River
Length of Project: 13.766 miles
Work Type (Fix): Mill 3” and pave 3” Bituminous, 1.5” mill and 1.5” overlay through Callaway
Additional Control Sections: None More than one ATP? Yes No
Program: RD
Tentative Letting Date: 11/22/2013
Charge ID: T45325 RECOMMENDED BY: ________________________________________ ___________________ Seth Yliniemi, Project Manager Date APPROVED BY: ________________________________________ ___________________ Shiloh Wahl, Assistant District Engineer Date APPROVED BY: ________________________________________ ___________________ Mark Waisanen, Assistant District Engineer Date
PROJECT SCOPING REPORT S P 0305-31 TH 59
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EXISTING CONDITIONS: Setting: Urban Rural Lanes: 2 3+ Undivided 4+ Divided Freeway Shoulder: 8-10’ paved Existing R/W Width: Generally 100’ from c/l Functional Class: Principal Arterial Minor Arterial Collector Terrain: Level Rolling Rough Design Speed: 70 mph Posted Speed: 55 mph Traffic Volume: Current ADT 4300-8600 vehicle/day based on traffic forecast, Dated 2012 RQI: 2.3 Dated 2011 Existing Bridge #’s: None Any unique location considerations? NEED STATEMENT FOR PROJECT: Need to provide pavement repair because RQI is below standard for statewide measures for principal arterial. Also considerable maintenance resources have been spent patching transverse and longitudinal cracks.
PAVEMENT ALTERNATIVES CONSIDERED: (Bold the selected alternative) Alternative Description Initial Cost/Mile Present
Worth EUAC Analysis Period
1 3” Mill, and 3” Bit Overlay $180K $254K $14.6K 35 yrs 2 4” Mill, 2” PASB and 4” Bit Overlay $213K $290K $16.6K 35 yrs 3 2” mill, CIR and 4” Bit Overlay $196K $265K $15.2K 35 yrs 4 8” Concrete Reconstruct $427K $481K $27.6K 35 yrs
PROPOSED PROJECT ELEMENTS: Describe the work that will be included in this project under the appropriate heading... Standards to follow in design: Preservation New Construction/Reconstruction
NHS non-NHS Geometric Design Table required? Yes No Forecast necessary? Yes No Driving Lanes -3” mill and 3” overlay -1.5” mill and 1.5” inlay through Callaway -3 Subcut areas in Callaway – See Draft MDR Shoulders, Turn Lanes, Ramps -3” mill and 3” overlay over existing shoulders, turn lanes and bypass lanes -New turn/bypass lanes: SB 264.553 RT Turn Lane Recycling Center. SB 264.705 Bypass Lane Willow Springs. NB 265.197 RT Turn Lane Seaberg Power Sports.
PROJECT SCOPING REPORT S P 0305-31 TH 59
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SB 265.319 RT Turn Lane Brandy Lake Rd. SB 265.575 RT Turn Lane to Frontage Road, Butcher, Pawn Etc. SB 266.851 Bypass Lane Cozy Cove Rd. NB 268.361 RT Turn Lane Kiehl Rd. SB 269.369 Bypass Lane CSAH 149. Roadside (including pedestrian accessibility) -Rumble strips on both centerline and shoulder and upgrade any mailbox supports if any. -New lighting at RP 265.755 intersection with CO RD 131. -Upgrade pedestrian ramps in Callaway to current accessibility standards Changes in Layout -None Does the cost effectiveness policy apply?
Additional travel lane > 1 mile? Yes No New location > 1 mile? Yes No New interchange? Yes No Stand alone access consolidation > 2 miles? Yes No
Bridge None Hydraulics -See hydraulics report EDMS Doc #872947 - RR has several pipes that are connected to our C/L pipes with strange connections. Need to replace common connection and tie into existing R/R pipes. The CP Rail is not interested in replacing their lines at this time. Materials -See Draft Materials Design Recommendation EDMS DOC #1248511 for more detail R/W -Generally 100’ from c/l but varies from 65’ to 100’ along RR R/W -No additional R/W anticipated. Detour -Not anticipated but if needed the detour would include TH 34, Becker CSAH 21 and CSAH 34. If the project is done in stages, Becker CR 131, CR 149, CSAH 26 and CSAH 14 could also be used with CSAH 21. Local Interaction -Becker County, Detroit Lakes, Callaway, White Earth Reservation Municipal Consent Does the project fall within City limits? Yes No If yes, does the project • alter access? Yes No • increase or reduce traffic capacity? Yes No • require acquisition of permanent R/W? Yes No If yes to any of the above impacts Municipal Consent may be required – refer to the HPDP for additional guidance.
PROJECT SCOPING REPORT S P 0305-31 TH 59
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Business Impacts Will any businesses have access, parking, or visibility impaired for a minimum of one month as a result of project construction work? Yes No -Project will be staged as to keep business impacts less than one month. -If necessary meetings will be held to keep Businesses and Public informed. Cooperative agreements/Cost sharing -Construction and Maintenance Agreement with CP Railroad. Other -TERO provisions will be included on the project. -Final lift of bituminous should start at RP 264.341 to tie in better to previous project. WORK ITEMS CONSIDERED BUT REJECTED: ISSUES RELATING TO PROJECT DELIVERY:
Project is considered significant under FHWA Final Rule on Work Zone Safety and Mobility GEOMETRIC DESIGN TABLE:
Critical Design Element
Existing Condition, Minimum
Proposed Condition, Minimum
MnDOT Standard for New Construction/
Reconstruction
MnDOT Road Design Manual
or Mn/DOT LRFD Bridge
Design Manual Design Speed Design Speed selected for this project is 70 mph. Table 2-5.06A
Lane Width 12 ft 12 ft 12 ft 4-3.01.02 Shoulder Width
Right 11.5 ft Usable
8 ft Paved
11.5 ft Usable 8 ft Paved
11.5 ft Usable 10 ft Paved
Table 4-4.01A, or
Table 4-401C
Left N/A N/A N/A Table 4-4.01B
Stopping Sight Distance >730 ft >730 ft 730 ft min. Section 2-5.08.01 Horizontal Alignment,
Radius >2050 ft >2050 ft 2050 ft min. Table 3-2.03A or Table 3-2.03B
Grades, Percent < 4% maximum
< 4% maximum 4 % maximum Table 3-4.02A
Vertical Alignment, K value
Crest >247ft/%min. __ ft/% min. 247 ft/% min. Figure 3-4.04A Sag __ ft/% min. __ ft/% min. 181 ft/% min. Figure 3-4.04D
Normal Cross Slope
.015
.02 0.02 Table 4-3.01A
Superelevation 0.06 0.06 0.06 maximum Section 3-3.0
2013 int. 2014CONSTRUCTION Letting no cont. $4,730,338 1.04 $4,919,552
- OTHER CONTINGENCY (4%) $189,214 1.04 $196,782 -Soil is poor, new type of a fix proposed, design has not startedConstruction LETTING $4,919,552 1.04 $5,116,334POST LETTING COSTS
SA/OVERRUNS $331,124 1.04 $344,369 7%
Incentives $94,799 1.04 $98,59113.38 miles x $5000/mile (ave.) + ton x $0.44/ton (Materials
Office Guidance)
S.P. 0305-31 T.H. 59
Item Cost Quantities Unit TOTALS
project length= 13.707 miles less exception =13.343 miles = 70451 ft Exception = .364 mi = 1922 ft
Design Recommendations Page 1
District 4 Detroit Lakes/Morris 1000 Hwy 10 West Detroit Lakes, MN 56501 Office Tel: (218) 846-3600 Fax: (218) 847-1583
Memorandum DATE: Nov. 6, 2012 TO: Seth Yliniemi Project Manager Detroit Lakes FROM: Graig Gilbertson District 4 Materials Engineer Detroit Lakes (218) 846-3615 SUBJECT: DRAFT MATERIALS DESIGN RECOMMENDATION S.P. 0305-31 (T.H. 59) R.P. 264+00.400 to R.P. 278+00.107 .1 N. 34 to .4 Mi S. Buffalo River Project Length: 13.707
Project Type: Preservation; mill and fill; Repair Bumps in Callaway PROGRAMMED LETTING DATE March 3, 2014 DESIGNER Detroit Lakes Design Preliminary Project Manager – Seth Yliniemi Final Design Project Manager – The following index indicates categorically the contents of this report:
Design Recommendations Page 2
A. GENERAL PROJECT INFORMATION 1. Project Scope 2. Project Background Information 3. Purpose 4. Geologic Information
5. Project Analysis 6. Traffic Data
B. DESIGN RECOMMENDATIONS 1. Removal, Salvage and Disposition 2. Excavation and Embankment Construction 3. Pavement Structure 4. Shoulders 5. Miscellaneous Bituminous Items 6. Aggregate Sources a. Appendix 1 Cost Analysis b. Appendix 2 Existing typical sections and proposed typical
A. GENERAL PROJECT INFORMATION 1. Project Scope The project runs from TH 34 in Detroit Lakes North thru Callaway and terminates .4 miles south of Buffalo River. It follows the limits of a paving project done in this section in 1994. Primary reason for the project is condition of the pavement. Latest data (2011) shows pavement to have a 2.3 RQI which is below terminal condition (2.5). The project is completely bituminous on the surface, but some sections exist where the concrete was left inplace and widened. Other sections are full depth bituminous. Where the concrete was left inplace there are some sections where the new roadway straddled the old concrete on the centerline and other places where the old concrete offset one way. The proposed bituminous repair is to mill 3” on mainline and 1.5” on shoulder. Replace mainline with SPWEB340B and shoulder with SPWEB330A. In the town of Callaway three water crossings backfilled with granular materials have created an annual problem with the bumps town from the trenches. In Callaway we will do some minor pavement excavations, place geogrid and repair effected areas with bituminous.
Design Recommendations Page 3
2. Project Background Information Limits: .1 Mi. N. TH 34 to .4 Mi. S. Buffalo River. (263.92 to 278.107) Some of the more significant projects in the area of the project are the following: 2007: Grading in Callaway for city utilities 2007: The south limit is defined by a grading project that went just north
of TH 34. 1993: S.P. 0305-27; From south to north limits approximately 4.5” crack and overlay edge drains placed and some fabric to retard cracking; Shoulders paved with bituminous 8’ to 10’ wide. 1979: S.P. 0305-17; Westbury to .4 S. Buffalo River. Removing Concrete in some areas and widening in others. 1978: S.P. 0305-15; (265.64 to 271.66) Detroit Lakes to Westbury: Widening adjacent to Concrete and removing concrete in some sections. Road is offset 4.0” 1932: S.P. 0305; Grading Detroit Lakes to Callaway.
The following are the pavement sections are the following: Inplace pavement: Pavement section From To Length Bituminous over concrete? 264.4 264.62 .22 Bituminous over offset concrete? 264.62 264.95 .33 Full depth Bituminous 264.95 266.5 1.55 Bituminous over offset concrete 266.5 266.99 .49 Full Depth Bituminous 266.99 267.23 .24 Bituminous over offset concrete 267.23 268.17 .94 Bituminous with Aggregate Base (13”) 268.17 268.53 .36 Bituminous over Offset concrete 268.53 268.67 .14 Full Depth Bituminous 268.67 268.76 .09 Bituminous over Offset concrete 268.76 268.81 .05 Bituminous over 6” aggregate base 268.81 269.68 .87 Bituminous over offset Concrete 269.68 270.05 .37 Bituminous over 20” Aggregate Base 270.05 271.64 1.59
Design Recommendations Page 4
Pavement section cont. From To Length Bituminous over offset concrete 271.64 271.76 .12 Full Depth Bituminous 271.76 271.85 .09 Bituminous over offset concrete 271.85 272.19 .34 Full Depth Bituminous 272.19 272.4 .21 Concrete Granular sandwich 272.4 273.2 .80 Full Depth Bituminous 273.2 273.29 .09 Bituminous over offset concrete 273.29 273.45 .45 Full Depth Bituminous 273.45 273.91 .46 Bituminous over offset concrete 273.91 274.60 .69 Full Depth Bituminous 274.6 274.97 .37 Bituminous over offset concrete 274.97 275.58 .61 Bituminous over Concrete in Callaway 275.58 275.97 .39 Full Depth Bituminous 275.97 276.59 .62 Bituminous over offset concrete 276.59 276.83 .24 Full Depth Bituminous 276.83 277.07 .24 Bituminous over offset concrete 277.07 278.10 1.03
3. Purpose The project is a headache for maintenance and the ride is below acceptable (2.3 in 2011).
Project has 30 paving sections over the 13 plus miles. It alternates mostly between full depth bituminous and bituminous over concrete. Many options were considered to repair the pavement. Some of the considerations were whitetopping, bituminous with PASB and total reconstruct. We chose a mill and fill option because if will improve the ride to an acceptable level and prevent the need to continue to patch annually for several years. The cost of excavating the concrete and full depth bituminous sections is more than the district can afford at the present time.
4. Geologic Information
Soils on the project are varied. They vary from course sand to clay with clay predominating, R values range from 6.5 to 70. An “R” value of 15 was used for design. 5. Project Analysis This project is programmed for a bituminous mill and overlay. The rehabilitation is intended to correct the pavement surface distresses (SR) and provide a smooth pavement ride (RQI). These repairs will result in lower maintenance costs and a smoother ride. Other options considered were to do a 6.5” whitetopping’ and a 6” concrete unbounded design. Due to these conditions, these alternate fixes were dismissed. See Appendix 1 for the cost analysis.
Design Recommendations Page 5
Cores: Min Max Avg Mainline 8” 14.2” 9.2” Shoulder 3” 4.25” 3.4” Turn Lane 6.5” 11.5” 8.5”
Some of the cores are over concrete and some over bituminous. Average thickness cores over concrete is 8.75”. Average core thickness with full depth bituminous is 9.17. We decided that milling 3” will keep us above the problems that have been seen in the past on the roadway.
6. Traffic Data
A traffic Forecast was done by Bruce Bryngelson, District 4 Traffic Forecaster dated January 26, 2012. The 20 year ESALS 2014-2034 is 2,271,000. ADT is 1800.
B. DESIGN RECOMMENDATIONS
1. Removal, Salvage and Disposition
Existing aggregate and topsoil should be salvaged and reused in new construction where possible. See Mn/DOT’s Specifications 2105.2C and 2106. Topsoil borrow will be needed.
Excavated materials should be used to the fullest extent practical, so far as the excavated
material is designated suitable with respect to the requirements of the project. See Mn/DOT’s Specifications 2105.3D and 2106. Any extra material shall become the property of the contractor or disposed of outside of the Right of Way in accordance with Specification 2104.3C3.
2. Excavation and Embankment Construction
All excavation and embankment shall be performed in accordance with Specification 2105 or 2106.
Grading Soil Evaluation
Materials defined as unsuitable (topsoil, organic material, debris) must be removed from the embankment foundation. The unsuitable materials shall be disposed of in accordance with Mn/DOT’s Specification 2104, 2105, and 2106. Materials such as peat, marl, mulch and other unstable materials not to be used in the roadbed embankments shall be deposited in areas indicated in the plans or disposed of elsewhere as approved by the Engineer. All other materials, including bituminous and concrete waste, that are considered unsuitable for use in the upper portion of the roadbed shall be placed in the embankments at least three feet below the subgrade surface, or outside of the 1:1 slope
Design Recommendations Page 6
down and outward from the shoulder lines on fills under 30’ or outside of a 1 ½ (H) to 1 (V) slope down and outward from shoulder lines on fills over 30 feet in height; used to flatten the embankment slopes, or disposed of elsewhere as approved by the Engineer. See Mn/DOT’s Specifications 2105 and 2106. For embankment of three feet or less in height, unsuitable materials should be removed from the upper three feet of the roadbed between the shoulder lines. See Mn/DOT’s Specifications 2105.3D and 2106.
Subgrade Corrections/Culvert Treatments
There are 12 centerline culverts that need to be replaced. They are MP’s 275.19, 273.87, 273.5 (2), 273.0 (2), 272.19, 272.12, 269.88, 268.82, 264.67, and 264.3. All culvert replacements shall use Distict 4 type 2 culvert treatment except those at MP’s 264.67 and 264.3. Those two culverts will be District 4 culvert treatment 1 which applies to culverts in granular areas. Culverts at 272.19, 272.12, 268.82, 264.67 and 264.3 shall have CA-50 for bedding instead of Aggregate bedding because of wet conditions. The bottom of the subcut shall be shaped and compacted by the Quality Compaction Method. As a precautionary measure, from a soil standpoint, traffic lanes to be used during construction must be delineated to keep vehicles a safe distance away from the adjacent excavation. The delineation should coincide with points established by projecting a 1:2 or flatter slope between the edge of the traffic surface and the near edge of the bottom of the excavation. OSHA standards should be used. Surfacing for culvert replacement shall be 6” bituminous (SPWEB340B) in 3 lifts, over 12” class 5. Callaway: There are 3 locations in Callaway with bumps. (Sta 715+32; Sta. 719+06 and Sta. 722+80). At each bump we will excavate 30” for a length of 17’ straddling the trench. Then taper up at a 1:5 to the bottom of the inplace surfacing. Approximate excavation will be 37 feet total. Vertical cut the inplace bituminous and concrete. Place geogrid Type 2 at the bottom of the subcut. It shall be placed longitudinally and overlapped 1.0’ Backfill with Class 5. Density on aggregate shall be by quality compaction. The surfacing shall be 6” bituminous (SPWEB340B) in 3 lifts. Density by ordinary compaction.
3. Pavement Structure
Majority of job: Bituminous structure will be mill 3” full width including the shoulders. And place 3” bituminous SPWEB340B . Shoulder shall be replaced with SPWEB230A.
In Callaway mill 1.5” for a width of 24’ and fill with bituminous from approx. 275.591 to 275.955. The intent of the mill and fill is to repair the longitudinal crack along the old concrete where settlement has occurred adjacent to it from the project in Callaway in 2007.
Design Recommendations Page 7
4. Shoulders
After shoulder is removed tolerace with class 5 to recommended grade. Overlay with 3” SPWEB330B. Outside of bituminous shoulder shall be Shoulder special material.
5. Miscellaneous Bituminous Items
At project termini, and at paved side roads and entrances, the bituminous shall be milled with appropriate tapers to meet the existing pavement height. The tack coat shall consist of emulsified asphalt (CSS-1 or CSS-1h) and be applied between courses and to the milled bituminous surface. The tack coat applied to the milled bituminous surface shall have water added at a rate of 30 to 40 percent of the volume of the emulsion. This water shall be excluded from the pay quantities. The tack coat shall be applied at a uniform rate of 0.03 to 0.05 gal/sq.yd. between lifts, and at a uniform rate of 0.07 to 0.10 gal/sq.yd. on milled surfaces. The application rate is based on undiluted tack material.
The Maximum Density Method shall be used for all paving. Aggregate Base Class 5, which is 5”or greater in depth, shall be compacted by the Modified Penetration Index Method or LWD. All other grading and base items should be compacted in accordance with the Quality Compaction Method or LWD.
Bituminous surfaces shall be subject to the IRI Pavement Smoothness Specification 2360.7C, Equation B.
The Bituminous AFT Specification (if not the Standard by 2009) shall be used on this project.
6. Aggregate Sources None
cc: C. Turgeon/G. Engstrom MS 645 J. Geib MS 645 J. Garrity MS 645 E. Buckley MS 692 T. Swanson MS 692 J. Buschette Detroit Lakes B. Miller Detroit Lakes
Design Recommendations Page 8
J. Miller Detroit Lakes R. Thorson Fergus Falls L. Vanderhider Detroit Lakes M. Waisanen Detroit Lakes M. Wilson Detroit Lakes
Appendix 1
Appendix 2
EXISTING TYPICAL
Appendix 2
PROPOSED TYPICAL
Appendix 2
EXISTING TYPICAL
Appendix 2
PROPOSED TYPICAL
Appendix 2
EXISTING TYPICAL
Appendix 2
PROPOSED TYPICAL
1
Date 11/12/2009
CENTERLINE PIPE REPLACEMENTSSTATION ENT.
TYPE LOC. INPLACE MILE PT. PIPE COND.
COVER W/PIPE REC'S
14+00 C/L 24"X 98' RCP 275.19 3 6' Jack or place new 24" rcp. Rip rap outlet Class III75+05 C/L 24"x 94' RCP 274.04 4 6' Line pie with 20" OD & 18.7" I D pipe liner. (small D. A.)
84+39 C/L 36"X 156' RCP 273.87 3.5 16'
104+20 C/L 24" X 104' RCP 273.5 4 6' Jack or place new 24" rcp. Rip rap outlet Class III
118+00 C/L 30" X 158' RCP 273.5 4 18'
131+42 C/L 36" X 98' RCP 273 3.5 12'131+52 C/L 36" X 110' RCP 273 4 12'172+62 C/L 24" X 110' RCP 272.19 0 8' Jack or place new 24" rcp. Will need dewatering.
179+00 C/L 24"x 118' RCP 272.12 0 7'
294+90 C/L 24" X 158' RCP 269.88 3.5 14' Jack or place new 24" rcp. Rip rap outlet Class III341+45 C/L 24" X 170' RCP 269 3.5 16' Line pie with 20" OD & 18.7" I D pipe liner. 350+30 C/L 24" X 118' RCP 268.82 3.5 9' Jack or place new 24" rcp. Will need dewatering.362+80 C/L 24" X 124' RCP 268.6 4 11' Line pie with 20" OD & 18.7" I D pipe liner. 387+80 C/L 24" X 108' RCP 268.11 4 8' Line pie with 20" OD & 18.7" I D pipe liner. 405+80 C/L 24" X 120' RCP 267.77 4 8' Line pie with 20" OD & 18.7" I D pipe liner. 421+80 C/L 24" X 122' RCP 267.47 3 8' Line pie with 20" OD & 18.7" I D pipe liner. Will need dewatering564+98 C/L 36" X 124' RCP 264.67 3.5 12' Jack or place new 36" rcp. Rip rap outlet Class III
575+00 C/L 24" X 102' RCP 264.48 3 11'
2381+49 C/L 24" X 130' RCP 264.3 3.5 12' Jack or place new 24" rcp. Will need dewatering.
Plug, fill & abandon. Grade ditches Lt & Rt to flow north. Option line pipe with 20" OD & 18.7" ID pipe liner.
Plug fill & abandon. Will need to clean ditch to 172+62 on Rt. Option Jack or place new 24" rcp. Will need dewatering. This pipe is connected to R/R pipe and has drop inlet on Rt end.
Jack or place new 54" rcp. Rip rap outlet Class III.These pipes are connected to R/R pipe and have a drop inlet on Rt end.
HYDRAULIC RECOMMENDATIONSTH 59 (SP 0305- 31) from TH 34 to CALLAWAY
Mile pt. 263.92 - 275.46 These recommendations are based on a 20 year fix. (2" PASB & 4" bit overlay)
Jack or place new 36" rcp. This pipe is connected to R/R pipe and has drop inlet on Rt end.
Jack or place new 30" rcp. This pipe is connected to R/R pipe and has drop inlet on Rt end.
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Date 11/12/2009
HYDRAULIC RECOMMENDATIONSTH 59 (SP 0305- 31) from TH 34 to CALLAWAY
Mile pt. 263.92 - 275.46 These recommendations are based on a 20 year fix. (2" PASB & 4" bit overlay)
ENTRANCE PIPE REPLACEMENTS:
STATION ENT. TYPE LOC. INPLACE MILE PT. PIPE
COND. REC
140+67 FE LT 24" X 32' CMP 272.79 4 Place new 24" cmp140+67 FE LT 24" X 32' CMP 272.79 4 Place new 24" cmp182+00 FE LT 18" X 50' CMP 272.02 3 Place new 18" cmp224+00 ST LT 18" X 72' CMP 271.23 3 Place new 18" cmp524+00 ENT RT 18" X 66' RCP 265.54 3 Place new 18" cmp
DITCH CLEANING:STATION ENT.
TYPE LOC. REC
25+77 C/L CLEAN RT DITCH 100' NORTH59+84 FE LT CLEAN DITCH 200' NORTH89+69 FE LT CLEAN DITCH 100' NORTH
575+00 C/L CLEAN DITCH 1000' NORTH LT & RT.
3
Date 11/12/2009
HYDRAULIC RECOMMENDATIONSTH 59 (SP 0305- 31) from TH 34 to CALLAWAY
Mile pt. 263.92 - 275.46 These recommendations are based on a 20 year fix. (2" PASB & 4" bit overlay)
APRON CLEANING:STATION ENT.
TYPE LOC. REC
7+40 C/L CLEAN LT END25+77 C/L CLEAN BOTH ENDS53+74 C/L CLEAN LT END89+69 FE LT CLEAN LT END
208+49 RD LT CLEAN RT END209+10 C/L CLEAN RT END215+22 C/L CLEAN BOTH ENDS227+86 FM LT CLEAN RT END229+05 FE RT CLEAN BOTH ENDS231+10 C/L CLEAN LT END238+50 FE LT CLEAN BOTH ENDS (LT END 25')251+90 FE LT CLEAN RT END255+30 C/L CLEAN LT END280+27 FE RT CLEAN LT END 25'286+50 C/L CLEAN RT END309+88 C/L CLEAN BOTH ENDS320+52 RD LT CLEAN BOTH ENDS349+95 FM LT CLEAN RT END356+35 FM LT CLEAN RT END359+35 FM LT CLEAN RT END364+00 FM LT CLEAN LT END384+63 FM LT CLEAN RT END434+30 RD RT CLEAN LT END482+05 C/L CLEAN RT END495+00 C/L CLEAN BOTH ENDS509+40 FM RT CLEAN BOTH ENDS511+42 FM RT CLEAN BOTH ENDS515+46 C/L CLEAN BOTH ENDS517+75 FM RT CLEAN BOTH ENDS542+00 ENT LT CLEAN RT END547+05 C/L CLEAN LT END2385+00 ENT RT CLEAN BOTH ENDS
4
Date 11/12/2009
HYDRAULIC RECOMMENDATIONSTH 59 (SP 0305- 31) from TH 34 to CALLAWAY
Mile pt. 263.92 - 275.46 These recommendations are based on a 20 year fix. (2" PASB & 4" bit overlay)
