AMENDMENT_0001.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

The bid opening dates has changed from July 18, 2017 at 1:30pm to July 25, 2017 at 2:00pm

SEE SUMMARY OF CHANGES

1. CONTRACT ID CODE PAGE OF PAGES

1 14

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W912EQ-17-B-0002

X 9B. DATED (SEE ITEM 11)

15-Jun-2017

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

U0001

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

17-Jul-2017

CODE

US ARMY ENGINEER DISTRICT, MEMPHIS

167 N. MAIN STREET

MEMPHIS TN 38103-1894

W912EQ 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

B1CORJES

Typewritten Text x

W912EQ-17-B-0002

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION SF30 - BLOCK 14 CONTINUATION PAGE

The following have been added by full text:

AMENDMENT 0001

W912EQ-17-B-0002

AMENDMENT 0001

MOUND CITY SOUTH CULVERT REPLACEMENT

DESCRIPTION OF CHANGES

PLAN CHANGE

1. M-001:

a. Sections A and B: Delete the annotation “NEW WALL BRACKET W/ STEM GUIDE (2 REQ’D)” and replace with “NEW STEM GUIDE (2 REQ’D)”.

b. Note 1: Change Note No. 1 to read “THE CONTRACTOR SHALL FUNISH AND

INSTALL NEW SLUICE GATE, NEW OPERATOR, LIFT NUT, LIFT PEDESTAL, STOP

NUT, AND STEM GUIDES, COMPLETE WITH BASE FLANGE AND GALVANIZED

STEEL STEM COVER.”

c. M-002: Delete Note No. 2 in its entirety and insert new note to read:

48" FLAP GATE SHALL BE PROVIDED WITH AN ALUMINIUM FRAME AND

COVER, AS WELL AS STAINLESS STEEL LINKS AND BOLTS, AND NEOPRENE

SEATS. MATERIALS CONFIGURATION SHOULD BE VERIFIED WITH THE FLAP

GATE MANUFACTURER.

SPECIFICATION CHANGE

SECTION 33 40 00 (STORM DRAINAGE UTILITIES), paragraph 2.1.1 CONCRETE PIPE: Changed "Class III V" to "Class V".

SECTION 33 40 00

STORM DRAINAGE UTILITIES

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

ASTM INTERNATIONAL (ASTM)

ASTM C1103 (2003; R 2009) Standard Practice for Joint Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines

ASTM C231/C231M (2014) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C443 (2011) Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets

ASTM C76 (2014) Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe

ASTM C923 (2008; R 2013) Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes and Laterals

ASTM C969 (2002; R 2009) Standard Practice for Infiltration and Exfiltration Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines

ASTM C990 (2009; R 2014) Standard Specification for Joints for Concrete Pipe, Manholes and Precast Box Sections Using Preformed Flexible Joint Sealants

ASTM D1056 (2014) Standard Specification for Flexible Cellular Materials - Sponge or Expanded Rubber

ASTM D1171 (1999; R 2007) Rubber Deterioration - Surface Ozone Cracking Outdoors or Chamber (Triangular Specimens)

ASTM D1557 (2012) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D1751 (2004; E 2013; R 2013) Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D1752 (2004a; R 2013) Standard Specification for

Preformed Sponge Rubber Cork and Recycled PVC Expansion

ASTM D2167 (2008) Density and Unit Weight of Soil in

Place by the Rubber Balloon Method

ASTM D3212 (2007; R 2013) Standard Specification for

Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals

ASTM D6938 (2015) Standard Test Method for In-Place

Density and Water Content of Soil and Soil- Aggregate by Nuclear Methods (Shallow Depth)

1.2 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Placing Pipe

Submit printed copies of the manufacturer's recommendations for installation procedures of the material being placed, prior to installation.

SD-04 Samples

Pipe for Culverts and Storm Drains; G, EC-D

SD-07 Certificates

Resin Certification Pipeline Testing Hydrostatic Test on Watertight Joints Determination of Density Frame and Cover for Gratings

1.3 DELIVERY, STORAGE, AND HANDLING

1.3.1 Delivery and Storage

Materials delivered to site shall be inspected for damage, unloaded, and stored with a minimum of handling. Materials shall not be stored directly on the ground. The inside of pipes and fittings shall be kept free of dirt and debris. Before, during, and after installation, plastic pipe and fittings shall be protected from any environment that would result in damage or deterioration to the material. Keep a copy of the manufacturer's instructions available at the construction site at all times and follow these instructions unless directed otherwise by the Contracting Officer.

Solvents, solvent compounds, lubricants, elastomeric gaskets, and any similar materials required to install plastic pipe shall be stored in accordance with the manufacturer's recommendations and shall be discarded if the storage period exceeds the recommended shelf life. Solvents in use shall be discarded when the recommended pot life is exceeded.

1.3.2 Handling

Materials shall be handled in a manner that ensures delivery to the trench in sound, undamaged condition. Pipe shall be carried to the trench, not dragged.

PART 2 PRODUCTS

2.1 PIPE FOR CULVERTS AND STORM DRAINS

Pipe for culverts and storm drains shall be of the sizes indicated and shall conform to the requirements specified.

2.1.1 Concrete Pipe

Manufactured in accordance with and conforming to ASTM C76, Class V. Pipe shall be provided in 8' sections.

2.2 DRAINAGE STRUCTURES

2.2.1 Flared End Sections

Sections shall be of a standard design pre-cast in concrete meeting the requirements herein and of Illinois Department of Transportation. Concrete shall have a minimum strength of 2,500 psi. Install per manufacturer recommendations.

2.2.2 Gatewell Structure

Cast-in-place gatewell will be constructed as indicated.

2.2.3 Outlet structures

Outlet structures shall be cast-in-place as indicated.

2.3 MISCELLANEOUS MATERIALS

2.3.1 Concrete

Unless otherwise specified, concrete and reinforced concrete shall conform to the requirements for 4,500 psi concrete under Section 03 31 01.00 10 - CAST-IN-PLACE CONCRETE FOR CIVIL WORKS. The concrete mixture shall have air content by volume of concrete, based on measurements made immediately after discharge from the mixer, of 5 to 7 percent when maximum size of coarse aggregate exceeds 1-1/2 inches. Air content shall be determined in accordance with ASTM C231/C231M. The concrete covering over steel reinforcing shall not be less than 1 inch thick for covers and not less than 1-1/2 inches thick for walls and flooring. Concrete covering deposited directly against the ground shall have a thickness of at least 3 inches between steel and ground. Expansion-joint filler material shall conform to ASTM D1751, or ASTM D1752, or shall be resin-impregnated fiberboard conforming to the physical requirements of ASTM D1752.

2.3.2 Joints

2.3.2.1 Flexible Watertight, Gasketed Joints

a. Gaskets: When infiltration or exfiltration is a concern for pipe lines, the couplings may be required to have gaskets. The closed-cell expanded rubber gaskets shall be a continuous band approximately 7 inches wide and approximately 3/8 inch thick, meeting the requirements of ASTM D1056, Type 2 A1 , and shall have a quality retention rating of not less than 70 percent when tested for weather resistance by ozone chamber exposure, Method B of ASTM D1171. Rubber O-ring gaskets shall be 13/16 inch in diameter for pipe diameters of 36 inches or smaller and 7/8 inch in diameter for larger pipe having 1/2 inch deep end corrugation. Rubber O-ring gaskets shall be 1-3/8 inches in diameter for pipe having 1 inch deep end corrugations. O-rings shall meet the requirements of ASTM C990 or ASTM C443. Preformed flexible joint sealants shall conform to ASTM C990, Type B.

b. Connecting Bands: Connecting bands shall be of the type, size and sheet thickness of band, and the size of angles, bolts, rods and lugs as indicated or where not indicated as specified in the applicable standards or specifications for the pipe. Exterior rivet heads in the longitudinal seam under the connecting band shall be countersunk or the rivets shall be omitted and the seam welded. Watertight joints shall be tested and shall meet the test requirements of paragraph HYDROSTATIC

TEST ON WATERTIGHT JOINTS.

2.3.2.2 Steel Reinforced Polyethylene (SRPE) Pipe

SRPE joints shall meet the requirements of ASTM D3212.

2.4 RESILIENT CONNECTORS

Flexible, watertight connectors used for connecting pipe to manholes and inlets shall conform to ASTM C923.

2.5 HYDROSTATIC TEST ON WATERTIGHT JOINTS

2.5.1 Concrete Pipe

A hydrostatic test shall be made on the watertight joint types as proposed.

Only one sample joint of each type needs testing; however, if the sample joint fails because of faulty design or workmanship, an additional sample joint may be tested. During the test period, gaskets or other jointing material shall be protected from extreme temperatures which might adversely affect the performance of such materials. Performance requirements for joints in reinforced and nonreinforced concrete pipe shall conform to ASTM C990 or ASTM C443..

PART 3 EXECUTION

3.1 EXCAVATION FOR PIPE CULVERTS, STORM DRAINS, AND DRAINAGE STRUCTURES

Excavation of trenches, and for appurtenances and backfilling for culverts and storm drains, shall be in accordance with the applicable portions of Section 31 23 00.00 12 - EXCAVATION and the requirements specified below.

3.1.1 Removal of Unstable Material

Where wet or otherwise unstable soil incapable of properly supporting the pipe, as determined by the Contracting Officer, is unexpectedly encountered in the bottom of a trench, such material shall be removed to the depth required and replaced to the proper grade with select granular material, compacted as provided in paragraph BACKFILLING. When removal of unstable material is due to the fault or neglect of the Contractor while performing shoring and sheeting, water removal, or other specified requirements, such removal and replacement shall be performed at no additional cost to the Government.

3.2 BEDDING

The bedding surface for the pipe shall provide a firm foundation of uniform density throughout the entire length of the pipe.

3.2.1 Concrete Pipe Requirements

The middle third of the bedding shall be loosely placed. Bell holes and depressions for joints shall be removed and formed so entire barrel of pipe is uniformly supported. The bell hole and depressions for the joints shall be not more than the length, depth, and width required for properly making the particular type of joint.

3.3 PLACING PIPE

Each pipe shall be thoroughly examined before being laid; defective or damaged pipe shall not be used. Pipelines shall be laid to the grades and alignment indicated. Proper facilities shall be provided for lowering sections of pipe into trenches. Lifting lugs in vertically elongated metal pipe shall be placed in the same vertical plane as the major axis of the pipe. Pipe shall not be laid in water, and pipe shall not be laid when trench conditions or weather are unsuitable for such work. Diversion of drainage or dewatering of trenches during construction shall be provided as necessary. Deflection of installed flexible pipe shall not exceed the following limits:

NON-WOVEN GEOTEXTILE

Note post installation requirements of paragraph DEFLECTION TESTING in PART 3 of this specification for all pipe products including deflection testing requirements for flexible pipe.

3.3.1 Concrete Pipe

Laying shall proceed upgrade with spigot ends of bell-and-spigot pipe and tongue ends of tongue-and-groove pipe pointing in the direction of the flow.

3.4 JOINTING

3.4.1 Concrete Pipe

3.4.1.1 Flexible Watertight Joints

Gaskets and jointing materials shall be as recommended by the particular manufacturer in regard to use of lubricants, cements, adhesives, and other special installation requirements. Surfaces to receive lubricants, cements, or adhesives shall be clean and dry. Gaskets and jointing materials shall be affixed to the pipe not more than 24 hours prior to the installation of the pipe, and shall be protected from the sun, blowing dust, and other deleterious agents at all times. Gaskets and jointing materials shall be inspected before installing the pipe; any loose or improperly affixed gaskets and jointing materials shall be removed and replaced. The pipe shall be aligned with the previously installed pipe, and the joint pushed home. If, while the joint is being made the gasket becomes visibly dislocated the pipe shall be removed and the joint remade.

3.5 DRAINAGE STRUCTURES

3.5.1 Gatewell

Construction shall be as indicated.

3.5.2 Flared End Sections and Headwalls

Construction shall be as indicated.

3.6 BACKFILLING

3.6.1 Backfilling Pipe in Fill Sections

For pipe placed in fill sections, backfill material and the placement and compaction procedures shall be as specified below. The fill material shall be uniformly spread in layers longitudinally on both sides of the pipe, not exceeding 6 inches in compacted depth, and shall be compacted by rolling parallel with pipe or by mechanical tamping or ramming. Prior to commencing normal filling operations, the crown width of the fill at a height of 12 inches above the top of the pipe shall extend a distance of not less than twice the outside pipe diameter on each side of the pipe or 12 feet, whichever is less. After the backfill has reached at least 12 inches above the top of the pipe, the remainder of the fill shall be placed and thoroughly compacted in layers not exceeding 12 inches. Use pervious fill as indicated, and compacted impervious fill for the remainder of the pipe.

3.6.2 Movement of Construction Machinery

When compacting by rolling or operating heavy equipment parallel with the pipe, displacement of or injury to the pipe shall be avoided. Movement of construction machinery over a culvert or storm drain at any stage of construction shall be at the Contractor's risk. Any damaged pipe shall be repaired or replaced.

3.6.3 Compaction

3.6.3.1 General Requirements

Cohesionless materials include gravels, gravel-sand mixtures, sands, and gravelly sands. Cohesive materials include clayey and silty gravels, gravel-silt mixtures, clayey and silty sands, sand-clay mixtures, clays, silts, and very fine sands. When results of compaction tests for moisture-density relations are recorded on graphs, cohesionless soils will show straight lines or reverse-shaped moisture-density curves, and cohesive soils will show normal moisture-density curves.

3.6.3.2 Minimum Density

Backfill over and around the pipe and backfill around and adjacent to drainage structures shall be compacted at the approved moisture content to the following applicable minimum density, which will be determined as specified below.

a. Under airfield and heliport pavements, paved roads, streets, parking areas, and similar-use pavements including adjacent shoulder areas, the density shall be not less than 90 percent of maximum density for cohesive material and 95 percent of maximum density for cohesionless material, up to the elevation where requirements for pavement subgrade materials and compaction shall control.

b. Under unpaved or turfed traffic areas, density shall not be less than

90 percent of maximum density for cohesive material and 95 percent of maximum density for cohesionless material.

c. Under nontraffic areas, density shall be not less than that of the surrounding material.

3.6.4 Determination of Density

Testing is the responsibility of the Contractor and performed at no additional cost to the Government. Testing shall be performed by an approved commercial testing laboratory or by the Contractor subject to approval. Tests shall be performed in sufficient number to ensure that specified density is being obtained. Laboratory tests for moisture-density relations shall be made in accordance with ASTM D1557 except that mechanical tampers may be used provided the results are correlated with those obtained with the specified hand tamper. Field density tests shall be determined in accordance with ASTM D2167 or ASTM D6938. When ASTM D6938 is used, the calibration curves shall be checked and adjusted, if necessary, using the sand cone method as described in paragraph Calibration of the referenced publications. ASTM D6938 results in a wet unit weight of soil and ASTM D6938 shall be used to determine the moisture content of the soil. The calibration curves furnished with the moisture gauges shall be checked along with density calibration checks as described in ASTM D6938. Test results shall be furnished the Contracting Officer. The calibration checks of both the density and moisture gauges shall be made at the beginning of a job on each different type of material encountered and at intervals as directed.

3.7 PIPELINE TESTING

3.7.1 Leakage Tests

Lines shall be tested for leakage by low pressure air or water testing or exfiltration tests, as appropriate. Low pressure air testing for concrete pipes shall conform to ASTM C969. Testing of individual joints for leakage by low pressure air or water shall conform to ASTM C1103. Prior to exfiltration tests, the trench shall be backfilled up to at least the lower half of the pipe. If required, sufficient additional backfill shall be placed to prevent pipe movement during testing, leaving the joints uncovered to permit inspection. Visible leaks encountered shall be corrected regardless of leakage test results. When the water table is 2 feet or more above the top of the pipe at the upper end of the pipeline section to be tested, infiltration shall be measured using a suitable weir or other device acceptable to the Contracting Officer. An exfiltration test shall be made by filling the line to be tested with water so that a head of at least 2 feet is provided above both the water table and the top of the pipe at the upper end of the pipeline to be tested. The filled line shall be allowed to stand until the pipe has reached its maximum absorption, but not less than 4 hours. After absorption, the head shall be reestablished. The amount of water required to maintain this water level during a 2-hour test period shall be measured. Leakage as measured by the exfiltration test shall not exceed 0.2 gallons per inch in diameter per 100 feet of pipeline per hour.

When leakage exceeds the maximum amount specified, satisfactory correction shall be made and retesting accomplished.

3.7.2 Deflection Testing

No sooner than 30 days after completion of installation and final backfill, an initial post installation inspection shall be accomplished. Clean or flush all lines prior to inspection. Perform a deflection test on entire length of installed flexible pipeline on completion of work adjacent to and over the pipeline, including leakage tests, backfilling, placement of fill, grading, paving, concreting, and any other superimposed loads. Deflection of pipe in the installed pipeline under external loads shall not exceed limits in paragraph PLACING PIPE above as percent of the average inside diameter of pipe. Determine whether the allowable deflection has been exceeded by use of a laser profiler or mandrel.

a. Laser Profiler Inspection: If deflection readings in excess of the allowable deflection of average inside diameter of pipe are obtained, remove pipe which has excessive deflection, and replace with new pipe.

Initial post installation inspections of the pipe interior with laser profiling equipment shall utilize low barrel distortion video equipment for pipe sizes 48 inches or less. Use a camera with lighting suitable to allow a clear picture of the entire periphery of the pipe interior.

Center the camera in the pipe both vertically and horizontally and be able to pan and tilt to a 90 degree angle with the axis of the pipe rotating 360 degrees. Use equipment to move the camera through the pipe that will not obstruct the camera's view or interfere with proper documentation of the pipe's condition. The video image shall be clear, focused, and relatively free from roll static or other image distortion qualities that would prevent the reviewer from evaluating the condition of the pipe. For initial post installation inspections for pipe sizes larger than 48 inches, visual inspection shall be completed of the pipe interior.

b. Pull-Through Device Inspection: Pass the pull-through device through each run of pipe by pulling it by hand. If deflection readings in excess of the allowable deflection of average inside diameter of pipe are obtained, retest pipe by a run from the opposite direction. If retest continues to show excess allowable deflections of the average inside diameter of pipe, remove pipe which has excessive deflection, replace with new pipe, and completely retest in same manner and under same conditions. Pull-through device: The mandrel shall be rigid, nonadjustable having a minimum of 9 fins, including pulling rings at each end, engraved with the nominal pipe size and mandrel outside diameter. The mandrel shall be 5 percent less than the certified-actual pipe diameter for Plastic Pipe, 5 percent less than the certified-actual pipe diameter for Corrugated Steel and Aluminum Alloy, 3 percent less than the certified-actual pipe diameter for Concrete- Lined Corrugated Steel and Ductile Iron Culvert provided by manufacturer. When mandrels are utilized to verify deflection of flexible pipe products, the Government will verify the mandrel OD through the use of proving rings that are manufactured with an opening that is certified to be as shown above.

c. Deflection measuring device: Shall be approved by the Contracting

Officer prior to use.

d. Warranty period test: Pipe found to have a deflection of greater than allowable deflection in paragraph PLACING PIPE above, just prior to end of one-year warranty period shall be replaced with new pipe and tested as specified for leakage and deflection. Inspect 100 percent of all pipe systems under the travel lanes, including curb and gutter. Random inspections of the remaining pipe system outside of the travel lanes shall represent at least 10 percent of the total pipe footage of each pipe size. Inspections shall be made, depending on the pipe size, with video camera or visual observations. In addition, for flexible pipe installations, perform deflection testing on 100 percent of all pipes under the travel lanes, including curb and gutter, with either a laser profiler or 9-fin mandrel. For flexible pipe, random deflection inspections of the pipe system outside of the travel lanes shall represent at least 10 percent of the total pipe footage of each pipe size. When mandrels are utilized to verify deflection of flexible pipe products during the final post installation inspection, the Government will verify the mandrel OD through the use of proving rings.

3.7.3 Post-Installation Inspection

Check each reinforced concrete pipe installation for joint separations, soil migration through the joint, cracks greater than 0.01 inches, settlement and alignment. Check each flexible pipe (HDPE, PVC, CMP, PP) for rips, tears, joint separations, soil migration through the joint, cracks, localized bucking, bulges, settlement and alignment.

a. Replace pipes having cracks greater than 0.1 inches in width or deflection greater than 5 percent deflection. An engineer shall evaluate all pipes with cracks greater than 0.01 inches but less than

0.10 inches to determine if any remediation or repair is required. RCP with crack width less than 0.10 inches and located in a non-corrosive environment (pH 5.5) are generally acceptable. Repair or replace any pipe with crack exhibiting displacement across the crack, exhibiting bulges, creases, tears, spalls, or delamination.

b. Reports: The deflection results and final post installation inspection report shall include: a copy of all video taken, pipe location identification, equipment used for inspection, inspector name, deviation from design, grade, deviation from line, deflection and deformation of flexible pipe systems, inspector notes, condition of joints, condition of pipe wall (e.g. distress, cracking, wall damage dents, bulges, creases, tears, holes, etc.).

-- End of Section --

(End of Summary of Changes)

OPERATOR MANUFACTURER.

SIZE AND LOCATION WITH GATE

GATE OPERATOR. COORDINATE

GALVANIZED PIPE INSERT FOR

SHEETS FOR DETAILS

GRATING, SEE STRUCTURAL

PIPE SLEEVE AND RCP

C/L OF GATEWELL

"4

AND GREASE ZERK FITTINGS.

NEW GATE OPERATOR W/ GREASE FLANGE

STEM COVER (ONE REQ’D)

5" SLOTTED GALVANIZED STEEL

LANDSIDE RIVERSIDE

NEW 48" SLUICE GATE

NEW F-TYPE THIMBLE

1’-0"

NEW STEM GUIDE (2 REQ’D)

NEW 48" SLUICE GATE

NUT SHOULD FACE RIVERSIDE.

AND GREASE ZERK FITTINGS. OPERATING

NEW GATE OPERATOR W/ GREASE FLANGE

STEM COVER (ONE REQ’D)

NEW 5" SLOTTED GALVANIZED STEEL

EPOXY GROUT PAD

& 1" THICK NON-SHRINK

NEW BASE FLANGE W/ STEM GUIDE

STEEL STEM

NEW 2 1/2" STAINLESS

4’-0"4’-0"

FOR PIPE DETAILS.

SEE CIVIL DRAWINGS

OPENING FOR RCP,

48" DIA. PIPE

NEW STEM GUIDE (2 REQ’D)

EL. 306.0

TOP OF FOOTING

EL. 337.0 EL. 337.0

TOP OF GATEWELL

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PAINT. THE PAINT SHALL BE GRAY COLOR.

IN ACCORDANCE WITH MANUFACTURER’S RECOMMENDED

THE CONTRACTOR SHALL PAINT THE NEW GATE OPERATOR

THE GATE LIFT.

NEW STAINLESS STEEL ANCHOR BOLTS FOR SECURING

THE CONTRACTOR SHALL FURNISH AND INSTALL

CRANK NUT ON OPERATOR SHALL BE 2" SQUARE.

OPENING IN ACCORDANCE WITH CONTRACT SPECIFICATIONS.

F-TYPE THIMBLE SHOULD HAVE A SQUARE FLANGE AND ROUND

NOTES

1.

2.

3.

4.

5.

FLANGE, AND GALVANIZED STEEL STEM COVER.

STOP NUT, AND STEM GUIDES, COMPLETE WITH BASE

SLUICE GATE, NEW OPERATOR, LIFT NUT, LIFT PEDESTAL,

THE CONTRACTOR SHALL FURNISH AND INSTALL NEW

GATEWELL PLAN VIEW

SCALE: 3/8" = 1’-0"

SCALE: 3/8" = 1’-0"

SECTION BSECTION A

SCALE: 3/8" = 1’-0"

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A L L

A H

A N P .E

J G

B M

N

J

G R

A N

T B

U T

L E

R

M-101

A

M-100

B

M-100

A

M-100

B

M-100

/1

/2

/1

/2

C H

A N

G E

D A

N N

O T

A T

IO

N I

N S

E C

T

IO

N S A A

D

B T

O

N E

W S

T E

M G

U

ID

E R

E Q ’D

C H

A N

G E

D N

O T

E

AMENDMENT 001

A

B C

D

(PIVOT RADIUS)

FLAP GATE LINKAGE

SCALE: 1/4" = 1’-0"

FRONT VIEW

STAINLESS STEEL J-TYPE BOLT (4 PLACES)

FLAP GATE (DIA.)

2.

1.

FLAP GATE NOTES

3.

FLAP GATE SHOULD BE SUITABLE FOR OPERATION ON 50’ MAXIMUM SEATING HEAD.

BOLTED DIRECTLY TO THE HEADWALL WITH EPOXY ANCHORS AS SHOWN ON S-302

18" FLAP GATE SHOULD BE PROVIDED WITH CAST IRON SEAT AND COVER AND SHOULD BE

BE VERIFIED WITH THE FLAP GATE MANUFACTURER.

STAINLESS STEEL LINKS AND BOLTS, AND NEOPRENE SEATS. MATERIALS CONFIGURATION SHOULD

48" FLAP GATE SHALL BE PROVIDED WITH AN ALUMINIUM FRAME AND COVER, AS WELL AS

S O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T N

O

D A

T E

A P

P R fiof Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S of Engineers

US Army Corps a u t o t im e

ID

Sheet

M E

M P

H

IS

D

IS

T R

IC

T

M E

M P

H

IS

T

E N

N E

S S

IS

S

IS

S

IP

P I

R

IV

E R L

E V

E E

S M

A

IN

T E

N A

N C

O

T F

O R C

O N

S T

R U

C T

IO

N /2

M O

U N

D C

IT

Y S

O U

T H C

U L

V E

R T R

E P

L A

C E

M E

N T

P U

L A

S K I

C O

U N

T Y

IL

L

IN

O

IS

P L

O T D

A T

E

/1

/2

W E

Q -1

-B -0

SIDE VIEW

SCALE: 1/4" = 1’-0"

FLANGED FLATBACK FLAP GATE

LIFTING EYE

SCALE: 1/4" = 1’-0"

FLAP GATE LINKAGE

FLAP GATE ASSEMBLY

HEAD WALL

(HEAD WALL MOUNTING)

FLATBACK GATE

SIDE VIEW

48" RCP PIPE

FLAP GATE LINKAGE

FLAP GATE ASSEMBLY

HEAD WALL

18" CAST IRON PIPE

SCALE: 1/4" = 1’-0"

(HEAD WALL MOUNTING)

FLATBACK GATE

SIDE VIEW

DIA. A B C D

48"

18"

DIMENSIONS

59.5"

24.75"

29.75"

12.5" 15.75"

37.75"

25.00"

61.75"

/4

A N

S I

D

F L

A P G

A T

E D

E T

A

IL

S

D S

H A

N E C

A L L

A H

A N P .E

J G

B M

N

J

G R

A N

T B

U T

L E

R

M-102

C H

A N

G E

D N

O T

E N

O

M N

/1

/2

AMENDMENT 001

3.6.4 Determination of Density

MCCR_M101(2).dgn, Default

Ref-3, MCCR_M102.dgn, Masonary