Department of Transportation Office of Project Development 700 E Broadway Avenue Pierre, South Dakota 57501-2586 605/773-3268 FAX: 605/773-2614 October 30, 2017 ADDENDUM NO. 1 RE: Item #5, November 1, 2017 Letting - NH 0042(51), PCN 042D, Butte, Harding, Meade, Ziebach County - Pipe Culvert Repair and Sliplining TO WHOM IT MAY CONCERN: The following addenda to the plans shall be inserted and made a part of your proposal for the referenced project. SPECIAL PROVISIONS: NO CHANGE BID ITEM FILE: NO CHANGE PLANS: Please destroy sheets 6, 7, 36-53, and 57-62 and replace with the enclosed sheets, dated 10/27/17. Sheet 7A was added. Sheets 6 and 7: SLIPLINE PIPE note was revised. Sheet 7: TABLE OF SLIPLINE PIPE was revised, note regarding 72” diameter pipe at US85 MRM 141.00+0.400 was added. Sheet 7A: TABLE OF BANK AND CHANNEL PROTECTION GABIONS note was moved from sheet 7. Sheets 36-53 and 57-62: Slipline pipe notes were revised to only include the diameter of the existing pipe. Sincerely, Sam Weisgram Engineering Supervisor SW/cj CC: Todd Seaman, Rapid City Region Engineer Tammy Williams, Belle Fourche Area Engineer Connecting South Dakota and the Nation
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Department of Transportation Office of Project Development 700 E Broadway Avenue Pierre, South Dakota 57501-2586 605/773-3268 FAX: 605/773-2614
October 30, 2017 ADDENDUM NO. 1
RE: Item #5, November 1, 2017 Letting - NH 0042(51), PCN 042D, Butte, Harding, Meade, Ziebach County - Pipe Culvert Repair and Sliplining
TO WHOM IT MAY CONCERN: The following addenda to the plans shall be inserted and made a part of your proposal for the referenced project. SPECIAL PROVISIONS: NO CHANGE
BID ITEM FILE: NO CHANGE PLANS: Please destroy sheets 6, 7, 36-53, and 57-62 and replace with the enclosed sheets,
dated 10/27/17. Sheet 7A was added.
Sheets 6 and 7: SLIPLINE PIPE note was revised. Sheet 7: TABLE OF SLIPLINE PIPE was revised, note regarding 72” diameter pipe at
US85 MRM 141.00+0.400 was added. Sheet 7A: TABLE OF BANK AND CHANNEL PROTECTION GABIONS note was
moved from sheet 7. Sheets 36-53 and 57-62: Slipline pipe notes were revised to only include the diameter of the
existing pipe.
Sincerely, Sam Weisgram Engineering Supervisor SW/cj CC: Todd Seaman, Rapid City Region Engineer Tammy Williams, Belle Fourche Area Engineer
Connecting South Dakota and the Nation
PROJECT STATE OF SOUTH
DAKOTA
P 0042(51)
SHEET
6 93
TOTAL SHEETS
Revised By: BF 10/27/2017
TABLE OF PIPE CULVERT UNDERCUT
The Table of Pipe Culvert Undercut is intended to be used to establish an estimated quantity of Pipe Culvert Undercut for bidding purposes only. The depth of undercut is an estimate and the actual depth necessary shall be determined during construction. Pipes shown may or may not require undercutting and pipes not shown may require undercutting. The Engineer will determine which pipe shall be undercut in accordance with Section 421 of the Specifications. MRM
Total: 44.5 The table contains the rate of pipe culvert undercut per foot of pipe length and should be used as an aid in determining the actual amount of undercut to be performed during construction. The table is derived from the drawing below and conforms to the Specifications. When calculating pipe culvert undercut, the length of pipe ends should be included in the overall pipe length. Storm sewer and approach pipes do not require undercutting unless specified otherwise in these plans.
CULVERT REPAIRS FOR MAINLINE CULVERTS The Contractor is encouraged to thoroughly investigate the culvert repair sites prior to bidding. Culvert removal will require the cutting of the in place corrugated metal pipe and connecting the new pipe to the in place pipe. Compaction of inslope embankments shall be to the satisfaction of the Engineer. It is not anticipated that water for compaction will be required. However, if in the opinion of the Engineer the fill material is extremely dry, water may be ordered and placed to the satisfaction of the Engineer. All costs for any added water shall be incidental to the contract unit prices for the various culvert contract items. Hauling of embankment material on established traveled roadways shall be limited to trucks or small scrapers hauling legal loads and which do not cause damage to the roadway, as approved by the Engineer. Hauling of material in the roadway ditches will not be allowed. The Contractor shall be responsible for restoration of any areas disturbed outside the limits of the work area. Joints between concrete pipe culvert sections shall be protected against infiltration as indicated in Section 450.3.A of the Specifications. If an existing concrete pipe culvert section has a damaged joint or there is poor alignment of the joints, 2 layers of drainage fabric shall be placed over the joint. CLEANOUT PIPE CULVERTS At those culvert locations where slipliner pipes shall be placed, the portions of the culvert not removed shall be cleaned out to maintain the lowest possible flow line, as approved by the Engineer. The ditches at the inlet and outlet shall also be cleaned. Payment for pipe cleanout will be paid for under the contract unit price for each pipe culvert cleaned. Cleanout of pipe culverts shall be done in advance of slipliner placement operations. It is the responsibility of the Contractor to visit the sites to determine the extent of culvert cleaning work required.
The Contractor shall implement appropriate sediment control measures prior to water flushing in order to prevent discharges from project boundaries. REMOVE AND RESET TYPE II OBJECT MARKERS The Contractor will be required to remove prior to the work and reset after the work the Type II Object Marker delineating the pipe ends. Cost for this work shall be incidental to the contract unit prices for the various items. GPS COORDINATES The approximate GPS coordinates of the work locations have been included below to help verify the work locations. The coordinates are not to be used for survey control or locates without verification by the Contractor. In the event that the GPS coordinates do not match the Mileage Reference Marker indicated the Contractor shall notify the Engineer for verification of the work location. County Highway MRM Latitude Longitude
SLIPLINE PIPE The Contractor shall furnish and install slipliner pipe at locations specified in the Table of Slipline Pipe. This work consists of slipping a pipe liner inside existing pipe and grouting the void between the liner and the existing pipe. The Contractor shall submit a proposed procedure for sliplining pipes, including the grouting procedure, to the Engineer at least two weeks prior to beginning this work. Slipliner pipe shall conform to one of the following types: 1. Closed Profile HDPE:
Closed profile HDPE pipe shall meet the requirements of ASTM F894 and shall have a cell classification of 345464C in accordance with ASTM D3350. The pipe shall have a minimum Ring Stiffness Constant (RSC) classification of 160 lb/ft as defined in ASTM F894. Pipe joints shall be in accordance with the pipe manufacturer’s recommendations and as approved by the Engineer.
PROJECT STATE OF SOUTH
DAKOTA
P 0042(51)
SHEET
7 93
TOTAL SHEETS
Revised By: BF 10/27/2017
2. Solid Wall HDPE: Solid wall HDPE pipe shall meet the requirements of ASTM F714 (SDR 32.5) and shall have a cell classification of 345464C in accordance with ASTM D3350. Pipe joints may be grooved press-on joints or heat fused as approved by the Engineer. Heat fused joints shall be fused in accordance with the pipe manufacturer’s recommendations by an experienced operator of the heat fusion equipment.
3. PVC:
PVC pipe shall meet the requirements of ASTM F949 with a minimum pipe stiffness of 46 psi. PVC pipe shall have a cell classification of 12454 in accordance with ASTM D1784. Pipe joints shall be elastomeric seals (gaskets) in accordance with the requirements of ASTM F477.
4. Spirally Wound PVC:
Spirally wound PVC slipliner shall meet the requirements of ASTM F949 with minimum pipe stiffness of 46 psi. Pipe joints shall be in accordance with the pipe manufacturer’s recommendations and as approved by the Engineer.
5. Polypropylene Pipe (PP): Polypropylene pipe shall meet or exceed the requirements of ASTM F2736 (12 inch to 30 inch diameter) or shall meet or exceed the requirements of ASTM F2764 (30 inch to 60 inch diameter) with minimum pipe stiffness of 46 psi. Pipe joints shall be in conformance with ASTM D3212.
6. Steel Reinforced Polyethylene:
Steel reinforced polyethylene pipe shall meet the requirements of ASTM F2562. Pipe joints shall be in accordance with the pipe manufacturer’s recommendations and as approved by the Engineer.
7. Corrugated Metal Pipe:
Corrugated Metal Pipe shall meet the requirements of the specifications. Internal bands may be required for sliplined pipes. Corrugated Metal Pipe shall only be used at locations called for in the plans.
The diameter specified in the bid item description is the diameter of the existing pipe to be sliplined. The Contractor shall provide the largest diameter slipliner pipe that will fit into the existing pipe to maximize flow capacity. All slipliner pipe, with the exception of the corrugated metal pipe, shall have a smooth interior surface. Slipliner pipe shall be joined into a continuous length with joints that are adequate for pushing, pulling, or winding the liner pipe through the existing pipe. The joints shall not allow seepage during pressure grouting. To allow for unrestricted insertion of the liner, the outside diameter of the liner pipe shall not be increased at the joints. Prior to sliplining, the Contractor shall clean the existing pipe of all debris, silt, and obstructions to ensure that the slipliner pipe can be inserted, the grout will flow to all voids, and the inserted slipliner pipe will not be set upon or irregularly supported by such material. Cleaning shall be accomplished by the use of jet rodding equipment or other approved methods.
The slipliner pipe shall be inserted into the existing pipe by pushing, pulling, or winding methods that do not damage the slipliner pipe. The slipliner pipe shall be clean and substantially dry before insertion. To minimize the change in flowline, slipliner pipe shall be held down during the grouting operation. This may be accomplished by attaching fasteners or blocks at the top of the pipe, adding weight to the inside of the slipliner pipe, placing multiple grout lifts, or other means as approved by the Engineer. Bulkheads shall be constructed at each end of the pipe. Each bulkhead shall be constructed to withstand the pressure of the grouting operation. The bulkhead shall extend from the end of the existing pipe inward a minimum depth of 18 inches. The bulkhead shall be free from leaks and the exterior surface shall be given a smooth trowel finish. The bulkhead at the inlet end shall be finished with a 45 degree mitered bevel transition between the existing pipe and the inside of the slipliner pipe with the slipliner pipe face pushed inside the existing pipe face. Pressure grouting shall be done to ensure all the voids are filled between the slipliner pipe and the existing pipe including all breaks or holes in and around the existing pipe. Grouting pressures used shall ensure all voids are filled, but do not collapse or deform the slipliner pipe more than 5 percent of the diameter. Multiple grout lifts may be necessary to minimize pipe deflection for 60-inch diameter and larger pipe in accordance with the pipe manufacturer’s recommendations. The grout shall be a cellular grout (grout with pre-generated foam) with a minimum 28 day compressive strength of 100 pounds per square inch. If water is not present within the sliplined pipe a low density grout with a minimum of 30 pounds per cubic foot wet density may be used. When it is not possible to dewater the existing pipe or keep water out of the annular space during grouting, a high density grout with a minimum of 70 pounds per cubic foot shall be used which may include approved sand. The foaming agent used shall meet the requirements of ASTM C869 when tested in accordance with ASTM C796. Cellular grout mix designs shall be submitted to the SDDOT Concrete Engineer for approval prior to use. The mix design submittal shall include the base cement slurry mix per cubic yard, expansion factor from the foaming agent, and the cellular grout wet density (pounds per cubic foot). The Contractor shall install a bypass valve adjacent to the location where the pressure grouting hose is attached for obtaining samples to be checked for wet density. The wet density of the cellular grout shall be checked by the Contractor to verify the proper minimum wet density before the cellular grout filling operations begin and at a minimum once every two hours during production. The SDDOT shall document the results of the density checks. Cellular grout shall be wasted until the cellular grout meets the minimum wet density required; however, if 0.5 cubic yards or more of base cement slurry is wasted trying to meet density requirements, then that quantity will not be included for payment. If grout holes are utilized, cylindrical wooden plugs or other approved plugs shall be inserted to plug holes until the grout has set. After the plugs are removed the holes shall be filled with concrete. The quantity of cellular grout was estimated based on void quantity between the slipliner pipe and the existing pipe, and an additional quantity if necessary was estimated for the void volume outside the existing pipe.
The quantity of base cement slurry ordered shall be approved by the Engineer. The quantity of base cement slurry needed shall be calculated to the nearest tenth of a cubic yard using the approved mix design, expansion factor of the foaming agent, and estimated amount of cellular grout. The quantity for payment to the nearest tenth of a cubic yard of “Cellular Grout” is a calculated quantity based on the amount of base cement slurry used on the project to the nearest tenth of a cubic yard, expansion factor of the foaming agent, and approved mix design. All costs for furnishing and installing the slipliner pipe, including work area excavation, backfilling, pipe cleaning, and incidentals necessary to satisfactorily complete the work shall be included in the contract unit price per foot for the corresponding bid item for “Slipline __” Pipe”. All costs for furnishing and installing the cellular grout including bulkhead construction, inlet bevel construction, and incidentals necessary to satisfactorily complete the work shall be included in the contract unit price per cubic yard for “Cellular Grout”. TABLE OF SLIPLINE PIPE
Location
Existing Pipe Dia
(In)
* Slipliner Minimum
Inside Dia. (In)
Slipline Length
(Ft)
Cellular Grout
(CuYd) US 212 MRM 41.30+0.276 36 30 86 3.5 US 212 MRM 41.30+0.674 42 33 120 11.3 US 212 MRM 55.00+0.319 72 60 68 16.3 US 212 MRM 58.00+0.853 84 60 94 58.1 US 212 MRM 66.00+0.276 72 60 62 14.9 US 212 MRM 69.00+0.606 24 18 110 3.9 US 212 MRM 122.00+0.248 24 18 154 5.5 US 212 MRM 123.00+0.911 30 22 60 3.9 US 85 MRM 135.09+0.798 72 60 92 22.1 US 85 MRM 141.00+0.400 96 **72 210 171.0 US 85 MRM 141.00+0.400 96 **72 210 171.0 US 85 MRM 147.00+0.492 24 18 140 5.0 US 85 MRM 148.00+0.363 30 22 226 14.8 US 85 MRM 153.00+0.863 24 18 138 4.9
Totals: 506.2 * The hydraulic design of the pipe was based on the slipliner inside diameter as noted in the TABLE OF SLIPLINE PIPE. The contractor shall field verify the noted diameter of the slipliner pipe. If a smaller diameter liner is needed, contact the Design Engineer for approval. ** The 72” diameter pipe called out at US 85 MRM 141.00+0.400 is CMP. All other slipliner pipe shall be one of the types listed in the plan note SLIPLINE PIPE with the exception of Corrugated Metal Pipe.
PROJECT STATE OF SOUTH
DAKOTA
P 0042(51)
SHEET
7A 93
TOTAL SHEETS
Revised By: BF 10/27/2017
TABLE OF BANK AND CHANNEL PROTECTION GABIONS MRM
Highway
L/R
Quantity (CuYd)
Type B Drainage Fabric
(SqYd) 41.30+0.276 US 212 R 6.0 19.0 41.30+0.674 US 212 R 10.0 29.0 55.00+0.319 US 212 R 21.5 57.0 66.00+0.276 US 212 R 21.5 57.0 69.00+0.606 US 212 R 4.5 15.0 122.00+0.248 US 212 L 4.5 15.0 123.00+0.911 US 212 L 6.0 19.0 141.00+0.400 US 85 L 48.5 118.0 147.00+0.492 US 85 R 4.5 15.0 148.00+0.363 US 85 L 6.0 19.0 153.00+0.863 US 85 R 4.5 15.0 Total: 137.5 378.0
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3+00
2+00
1+00
0+00
DAKOTA
SOUTH
STATE OFPROJECT
SHEETSHEETS
TOTAL
P 0042(51)
127+00 128+00 129+00 130+00 131+00 132+00
3 PP3 PP
3PP
3 PP
2-2 PP
2-2 PP
Revised 10-25-17
SCALE 1" = 40'
74.99'
127
+75.00
74.99'
129
+47.71
Sec. 22 - T9N - R6E
Parcel A1
Parcel A2
36
Sec. 22 - T9N - R6E
R.O.W. Line
R.O.W. Line
124.99'
127
+75.00
124.99'
129
+55.00
74.99'
129
+55.00
124.99'
129
+47.71
124.99'
131
+27.71
74.99'
131
+27.71
Flared End
Install 36" CMP
129+08.76-56.67'R
Protection Gabions (6.0 Cu Yd)
Install Bank and Channel
129+00.20-68.06'R
129+07.41-58.47'R to
Install Concrete Apron
129+95.88-59.24'L
129+91.37-53.24'L to
(Incidental Work)
Cleanout Channel to Drain
129+06-60'R
128+62-119'R to
150'
R.
O.
W.
US Highway 212N 55°13'38" E
(Incidental Work, Grading)
Take Out Concrete Headwall
129+74.86-59.45'L
(Incidental Work, Grading)
Take Out 36"-20' CMP
129+91.37-53.24'L
129+79.35-37.26'L to
(Incidental Work, Grading)
Take Out 18"-17' CMP
129+91.04-57.82'L
129+74.37-59.50'L to
(Incidental Work, Grading)
Take Out Concrete Headwall
129+90.70-52.35'L
(Incidental Work, Grading)
Take Out Concrete Headwall
129+09.32-55.92'R
(Incidental Work, Grading)
Take Out 36"-30' CMP
129+26.78-32.69'R
129+08.76-56.67'R to
More or Less
0.21 Acres, 9000 Sq.Ft.
Repair & Grading containing
Temporary Easement for Pipe
129+47.71 to 131+27.71 L
Parcel A1
More or Less
0.21 Acres, 9000 Sq.Ft.
Repair & Grading containing
Temporary Easement for Pipe
127+75.00 to 129+55.00 R
Parcel A2
36" CMP US212 MRM 41.30+0.276 BUTTE CO.
Lynn & Lee Ann Mauch
Lynn & Lee Ann Mauch
Connect to Existing CMP
Install 36'-30" CMP
129+26.78-32.67'R
129+08.76-56.67'R to
Connect to Existing CMP
Install 36"-20' CMP
129+91.37-53.24'L
129+79.35-37.26'L to
129+87.78-59.70'L
at 129+83.58-59.10'L and
45° Elbows (2' Lay Length)
Install 18"-22' CMP with
129+91.77-56.75'L
129+70.71-57.28'L to
...\dgn\d
042d_212-4
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File -
Plotting Date: 10/25/2017
Plot Scale -
1:4
0Plotted Fro
m -
bfrie
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Begin Type 2 Fence
129+31 L
End Type 2 Fence
131+22 L
End Type 2 Fence
129+50 R
Begin Type 2 Fence
127+80 R
Temporary Easement
around perimeter of
Install Temporary Fence
127+80 R to 129+50 R
Temporary Easement
around perimeter of
Install Temporary Fence
129+31 L to 131+23 L
Wetland Boundry
Wetland Boundry
Irrigation
District
Drainage
Ditch For
Slipline 36" Pipe
129+79.35-37.26'L (346 Ac)
129+26.78-32.69'R to
93
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2810
2815
2820
2825
2830
2835
2840
2845
2850
2855
2860
28652865
0+00 1+00 2+00 3+00 4+00
DAKOTA
SOUTH
STATE OFPROJECT
SHEETSHEETS
TOTAL
P 0042(51)
Elev.
Elev.
267 cfs
2845.10'
100Q
25Q
2844.80'
145 cfs
Elev. 2838.05
129+16.31-42.73'L
CP2
Install Concrete Apron
129+91.37 L to 129+95.88 L
Protection Baskets (6.0 Cu Yd)
Install Bank and Channel
129+07.41 R to 129+00.20 R
with 2-18" 45° Elbows (2' Lay Length)
Install 18"-22' CMP
129+70.71 L to 129+91.77 L
Flared End
Install 36" CMP
129+08.76 R
Install 36"-30' CMP
129+08.76 R to 129+26.78 R
Install 36"-20' CMP
129+79.35 L to 129+91.37 L
Slipline 36" Pipe
129+26.78 L to 129+79.35 L (346 Ac)
37
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R.
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R.
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W.
LI
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Channel Cleanout
36" CMP
2832.25
FL (18" CMP)
2832.25
FL (36" CMP)
2836.67
FL (18" CMP)
2831.60
FL (36" CMP)
36" CMP US212 MRM 41.30+0.276 BUTTE CO.
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Revised 10-25-17
93
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SHEETSHEETS
TOTAL
P 0042(51)
0+00
1+00
2+00
3+00
3+56
3+56
147+00 148+00 149+00 150+00 151+00 152+00 152+71
3 PP
3 PP2-2 PP
Revised 10-25-17
145.00'
150
+27.68
75.00'
150
+27.68
SCALE 1" = 40'
Sec. 15 - T9N - R6E
75.00'
149
+12.68
145.00'
149
+12.68
Parcel A3
William Bruggman
38
Parcel 1
Teann T. Rogers
Neal M. &
74.99'
150
+23.20
94.78'
150
+23.20
94.78'
150
+54.91
74.99'
150
+54.91
Install Concrete Apron
149+91.81-62.92'L
Sec. 15 - T9N - R6E
42" CMP Flared End
150+37.67-70.94'R
150'
R.
O.
W.
US Highway 212N 55°13'38" E
Protection Gabions (10.0 Cu Yd)
Install Bank and Channel
150+38.64-73.78'R
(Incidental Work, Grading)
Take Out 42"-19' CMP
150+37.35-70.00'R
150+31.19-52.02'R to
(Incidental Work, Grading)
Cleanout Channel to Drain
149+88-73'L
149+69-129'L to
(Incidental Work, Grading)
Take Out 12"-20' CMP
149+92.87-66.83'L
R.O.W. Line
R.O.W. Line
Section Line
146+22.15
1/4 Line
152+70.82
More or Less
0.18 Acres, 8050 Sq.Ft.
Repair & Grading containing
Temporary Easement for Pipe
149+12.68 to 150+27.68 L
Parcel A3
More or Less
0.17 Acres, 7422 Sq.Ft.
Repair & Grading containing
Temporary Easement for Pipe
149+99.06 to 151+14.06 R
Parcel 1
42" CMP US212 MRM 41.30+0.674 BUTTE CO.
Connect to Existing CMP
Install 42"-20' CMP
150+37.67-70.94'R
150+31.19-52.02'R to
and Concrete HeadwallRetain 18" CMP149+64.24 L to 149+79.79 L