Amendment_0005_SOW_and_Drawings.pdf

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LOCK AND DAM NO. 4 HORIZONTAL CONCRETE

RESURFACING PROJECT

NOVEMBER 2012

SCOPE OF WORK

1. General. The work shall consist of resurfacing several horizontal concrete monolith surfaces. The Contractor shall provide all labor, equipment, materials, and supplies necessary for this work. To schedule a site visit, contact Sheldon Edd, at 507-429-6699.

Multiple changes have been made to the facility since the date of the reference drawings included in this solicitation. Therefore, bidders are encouraged to visit the site prior to bidding in accordance with 52.236-27, Site Visit. The Contractor shall anticipate some obstructions and/or interferences that should be anticipated including but not limited to:

manholes, grating, abandoned anchor bolts, embedded conduit, operating stands, embedded junction boxes, high mast light pole, and tow haul winch. Allowances shall be made to remove and remount those obstructions that can be removed or to saw cut around those obstructions that cannot be removed. Abandoned anchor bolts and other abandoned embeds shall be cut off flush with the surface at the removals line prior to placing concrete.

2. Pre-Construction Conference. A pre-construction conference will be held at Lock and Dam No. 4, to discuss the overall project including the layout of each monolith to be resurfaced.

3. Construction Schedule. Notice to Proceed will be given in accordance with Clause 52.211-10. The Contractor shall submit a work plan that details the sequence and scheduling of the proposed work.

4. 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. All preconstruction submittals must be received and approved by the Government before commencement of physical work on site. The Government will review and return submittal comments back to the contractor within 14 days. The following submittals are required:

PRECONSTRUCTION SUBMITTALS

“Accident Prevention Plan (APP)”; G “Demolition Plan”; G “Resurfacing Work Plan”; G

SHOP DRAWINGS

Concrete Accessories:

Joint Layout; G, MAT

Cast in Place Structural:

Concrete Operation Plan; G, MAT

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Hot Weather Placement; G, MAT Cold Weather Placement; G, MAT Joint Treatment Plan; G, MAT Finish and Curing Plan; G, MAT

PRODUCT DATA

Concrete Mixture Design; G, MAT

CERTIFICATES

Manufacturer’s Certificates

POST CONSTRUCTION SUBMITTALS

REPORTS Concrete Testing Reports

5. Horizontal Concrete Resurfacing Work: The Contractor shall submit a resurfacing work plan in accordance with the following specifications for Government approval and acceptance.

a. Horizontal Concrete Repairs. The following restrictions shall apply to limit interference with operation of the lock. Access for operation of the site shall be maintained at all times and shall be coordinated with the Lockmaster. The Contractor shall make all necessary provisions for continued operation of the lock, including but not limited to passage of electric carts and pedestrians;

installation, maintenance and removal of temporary hand railing while permanent hand railing is removed; and operation of the tow haulage units. On each monolith, concrete shall be placed within 7 calendar days after start of concrete demolition.

b. Preparation Work. Each monolith scheduled for resurfacing shall be prepared prior to demolition. Any salvaged material including hand railing and tow haulage components, etc. shall be removed and stored on-site. The salvaged material shall be re-installed to the existing operating condition. The hand railing shall be re-installed using stainless steel expansion anchors meeting the description of FS A-A-1923, Type 4 and shall bear a length identification mark visible after installation. Anchor body, nut, and washer shall conform to AISI 304 or AISI 316. Expansion sleeve shall conform to AISI 316. The anchor bolt embedment length shall not exceed 4 inches.

c. Demolition. All existing concrete shall be removed to a minimum depth of 6 inches in the areas specified and shown. Any areas where deteriorated concrete below the depth of 6 inches is found shall be immediately brought to the Contracting Officer’s attention. Removal methods include but are not limited to:

hydro blasting, saw cutting and hammering (15 lbs. max). The Contractor may propose a different method of removal, provided the Contractor can show that the proposed method of removal will not result in micro cracking or other damage to the existing structure. The Contractor shall provide a demolition plan to the Government for review and approval.

d. Cast-In-Place Structural Concrete Mix Design. The Contractor shall provide a cast in place structural concrete mix design to the Government for review and approval.

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1. The mix design shall be able to achieve compressive strengths greater than 4500 psi @ 28 days.

2. The water to cementitious ratio (w/cm) shall not be greater than 0.40.

3. Monofilament Polypropylene Concrete Micro Fiber shall be added to the concrete mix design that meets the requirements of ASTM C-1116, Type

III.

4. The air content of the mix shall be between 4% and 7% at the time of placement.

5. Slump of the concrete, as delivered to the point of placement into the forms, shall not exceed 4 inches. If a superplastizer is used, the slump shall not exceed 4 inches before the admixture is added and shall not exceed 8 inches at the point of delivery after the admixture is added.

6. Concrete for Horizontal Repairs. Coarse aggregate shall conform to ASTM C 33, size No. 57 or 67, Class 4S.

e. Concrete Temperature. Concrete for Horizontal Repairs: the maximum concrete temperature at time of placement shall not exceed 85 degrees Fahrenheit.

f. Concrete Placement. Surfaces to receive concrete shall be clean, damp and free from frost, ice, mud, loose particles, foreign matter, and water. Forms shall be in place, cleaned, coated, and adequately supported. Reinforcing steel shall be in place, cleaned, tied, and adequately supported. Transporting and conveying equipment shall be in-place, ready for use, clean, and free of hardened concrete and foreign material. Equipment for consolidating concrete shall be at the placing site and in proper working order. Equipment and material for curing and for protecting concrete from weather or mechanical damage shall be at the placing site, in proper working condition and in sufficient amount for the entire placement.

Before placement of concrete, care shall be taken to determine that all embedded items are firmly and securely fastened in place as indicated on the drawings.

Conduit and other embedded items shall be clean and free of oil and other foreign matter such as loose coatings or rust, paint, and scale. The embedding of wood in concrete will be permitted only when specifically authorized or directed. Voids in sleeves, inserts, and anchor slots shall be filled temporarily with readily removable materials to prevent the entry of concrete into voids.

The existing concrete surface against which the new concrete is to be cast shall be kept continuously wet with potable water for not less than 12 hours immediately prior to concrete placement. Free water shall be removed prior to placement of concrete.

g. Waste Disposal. The method used in disposing of wastewater employed in cutting, washing, and rinsing of concrete surfaces shall be such that the wastewater does not stain, discolor, or affect exposed surfaces of the structures, or damage the environment of the project area. Dispose of debris, rubbish, scrap, and other non-salvageable materials resulting from removal operations in accordance with all applicable federal, state and local regulations. Prior to concrete placements, a designated area and or container within the specified

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staging area shall be used for cleaning out concrete mixing trucks and or mixing equipment. Minimize water used to wash equipment.

h. Cold Weather Requirements. Concrete shall not be placed without an approved

Cold Weather Plan submittal when the concrete is likely to be subjected to freezing temperatures before the expiration of the curing period. Heating of the mixing water or aggregates will be required to regulate the concrete-placing temperatures. The placing temperature of the concrete shall be as recommended in ACI 306R, Table 5.1, with the temperature of the concrete measured in accordance with ASTM C 1064. Air and form temperature in contact with concrete shall be above 50 degrees F prior to placing concrete and maintained for the first 3 days, and at a temperature above 32 degrees F for the remainder of the specified curing period. Thermometers shall be installed at such locations as may be directed. Suitable thermometers shall be furnished by the Contractor and installed adjacent to the concrete surface and 2 inches inside the surface of the concrete. During the period of protection removal, heat shall be shut down and insulation or tents shall removed in a systematic schedule such that the temperature differential between the air and concrete surface does not exceed 25 degrees F. Exhaust fumes from combustion heating units shall be vented to the outside of the enclosure, and heaters and ducts shall be placed and directed so as not to cause areas of overheating and drying of concrete surfaces or to create fire hazards. Materials entering the mixer shall be free from ice, snow, or frozen lumps.

i. Hot Weather Requirements. Concrete shall not be placed without an approved Hot Weather Plan submittal when the concrete is likely to be subjected hot weather. Concrete shall be properly placed and finished with approved procedures in accordance with ACI 305R. When hot, windy conditions during concreting appear probable, equipment and material shall be at the placing site to provide windbreaks, shading, fogging, or other action to prevent plastic shrinkage cracking or other damaging drying of the concrete. The concrete-placing temperature shall not exceed 85 degrees F (60 degrees F) for concrete for horizontal repairs. Cooling of the mixing water or aggregates or placing concrete in the cooler part of the day may be required to obtain an adequate placing temperature. Steel forms and reinforcements shall be cooled prior to concrete placement when steel temperatures are greater than 120 degrees F. Conveying and placing equipment shall be cooled if necessary to maintain proper concrete-placing temperature. When the rate of evaporation of surface moisture, as determined by use of Figure 2.1.5 of ACI 305R, may reasonably be expected to exceed 0.2 pounds per square feet per hour, provision for windbreaks, shading, fog spraying, or wet covering with a light-colored material shall be made in advance of placement, and such protective measures shall be taken as quickly as finishing operations will allow.

j. Concrete Finish. Unformed surfaces that are not to be covered by additional concrete or backfill shall have a float finish, with additional finishing as specified below, and shall be true to the elevation shown on the drawings. Exterior surfaces shall be sloped riverward for drainage and to eliminate ponding and puddling, as appropriate/feasible. Joints shall be carefully made with a jointing or edging tool. The dusting of surfaces with dry cement or other materials or the addition of any water during finishing shall not be permitted. If bleed water is

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present prior to finishing, the excess water shall be carefully dragged off or removed by absorption with porous materials such as burlap. Slabs with surfaces which exhibit significant crazing shall be removed and replaced.

After floating, the surface shall be lightly steel troweled, and then carefully scored by pulling a coarse fiber push-type broom across the surface. Brooming shall be transverse to traffic or at right angles to the slope of the slab. After the end of the curing period, the surface shall be vigorously broomed with a coarse fiber broom to remove all loose or semi-detached particles.

k. Concrete Curing. Concrete shall be cured by an approved method for a period of 7 days, except that cement blended with pozzolan shall be cured for 14 days.

Curing of Horizontal Concrete Repairs shall be by moist curing for 7 days with no exceptions. Concrete to be moist-cured shall be maintained continuously wet for the entire curing period, commencing immediately after finishing. When wooden forms are left in place during curing, they shall be kept wet at all times.

Surfaces shall be cured by ponding, by continuous sprinkling, by continuously saturated burlap or cotton mats, or by continuously saturated plastic coated burlap. Burlap and mats shall be clean and free from any contamination and shall be completely saturated before being placed on the concrete. The approved resurfacing work plan shall include a curing plan to ensure that moist curing is continuous 24 hours per day. If inspection identifies an area of inadequate curing, immediate corrective action shall be taken, and the required curing period for those areas shall be extended by 1 day.

l. Concrete Testing. Concrete shall be sampled in accordance with ASTM C 172.

1. Air Content Testing. Air content tests shall be measured when compressive strength specimens are fabricated. Specified air content shall be attained at point of placement into the forms. Measurement shall be in accordance with ASTM C 231.

2. Slump Testing. The concrete slump shall be measured when compressive strength specimens are fabricated. Measurement shall be in accordance with ASTM C 143. The slump shall be reported along with the compressive strength data.

3. Temperature. The temperature of the concrete shall be measured when compressive strength specimens are fabricated. Measurement shall be in accordance with ASTM C 1064. The temperature shall be reported along with the compressive strength data.

4. Strength Specimens. Test cylinders shall be cast for compressive strength tests for each mix design at the following rates:

a. not less than once for each day of concrete placement.

A set of test specimens shall consist of four cylinders, one to be tested at 7 days and two at 28 days. If either of the 28 day breaks does not meet the specified strength, the fourth cylinder shall be tested at 90 days, otherwise it shall be discarded. Test specimens shall be molded and cured in accordance with ASTM C 31 and tested in accordance with ASTM C 39. Results of all strength tests shall be reported immediately to the Contracting Officer.

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m. Concrete Reinforcement. Reinforcing steel shall be deformed bars conforming to ASTM A615 or ASTM A706 grade 60 and shall be free from loose rust and scale, dirt, oil, or other deleterious coating that could reduce bond with the concrete. Reinforcement shall be provided at the corners of all grating openings and cut outs within the resurfacing monoliths. The reinforcement shall be supported by precast concrete blocks which provide a minimum concrete clear cover of 2 inches, see the drawings for more details.

n. Expansion and Contraction Joints. The contractor shall submit shop drawings detailing the joint layout for each resurfaced monolith to the Government for review and approval. Contraction joints shall be T/4 the depth of the placed slab thickness and between1/8 and 3/16 inch wide. For saw-cut joints, cutting shall be timed properly with the set of the concrete. Cutting shall be started as soon as the concrete has hardened sufficiently to prevent raveling of the edges of the saw cut.

Cutting shall be completed before shrinkage stresses become sufficient to produce cracking. Preformed expansion joint filler shall be used in expansion and isolation joints in slabs around columns and between slabs on grade and vertical surfaces where indicated. The filler shall extend the full slab depth, unless otherwise indicated. The edges of the joint shall be neatly finished with an edging tool of 1/8 inch radius. Where the joint is to receive a sealant, the filler strips shall be installed at the proper level below the finished surface with a slightly tapered, dressed and oiled wood strip temporarily secured to the top to form a recess 3/4 inch deep to be filled with sealant. The wood strip shall be removed after the concrete has set.

Contractor may opt to use a removable expansion filler cap designed and fabricated for this purpose in lieu of the wood strip. The groove shall be thoroughly cleaned of laitance, curing compound, foreign materials, protrusions of hardened concrete, and any dust which shall be blown out of the groove with oil-free compressed air.

1. Preformed Expansion Joint Filler. Expansion joint filler shall be preformed material conforming to ASTM D1751 or ASTM D1752.

Unless otherwise indicated, filler material shall be 3/8 inch thick and of a width applicable for the joint formed. Backer material shall conform to

ASTM D5249.

o. Joint Sealant. Control joints and expansion joints in slabs shall be filled with joint sealant. Joint surfaces shall be clean, dry, and free of oil or other foreign material which would adversely affect the bond between sealant and concrete.

Joint sealant shall be applied and cured as recommended by the manufacturer of the sealant.

1. Sealant. Joint sealant shall conform to the following:

a. Hot-Poured Type: ASTM D 3406.

b. Cold-Applied Type: Sealant shall be a polyurethane base type conforming to ASTM C 920 Type S (1 component) or Type M (multicomponent), Grade P for horizontal joints, Grade NS for vertical joints, Class 25 and Use T for horizontal joints and Use NT for vertical joints. If recommended by the manufacturer, the joint sealant shall be used with the manufacturer's specified primer.

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6. Detail Drawings. See attached detail drawings of the horizontal surfaces to be resurfaced.

7. Shop Drawings. Shop drawings shall be submitted for government approval before any material is ordered or delivered to the site.

8. Materials and Workmanship. Workmanship shall be of the highest grade and in accordance with the best modern practices to conform to the specifications for the item of work being furnished. The materials to be used for this project shall conform to the requirements established in the specifications.

9. Safety. All work shall be in conformance with the Corps of Engineers Safety and Health Requirements Manual EM 385-1-1 (11 August 2011 edition).

10. Site Restoration and Cleanup. The contractor shall clean up and dispose of all job related debris in accordance with all state and local laws and ordinances. All surface areas damaged by the Contractor’s operations shall be restored to pre-project conditions or better.

11. Measurement and Payment. The payment provided for in the contract shall constitute full compensation for furnishing all materials and for performing all work under the contract in a complete and acceptable manner. The contract work shall include providing plant, equipment, tools, supplies, forming, labor, supervision, incidental materials, quality control, environmental protection, and meeting safety requirements, and for performing all work required for which separate payment is not otherwise provided. Compensation for all work shown, specified, or essential to completion of the project (whether or not the specific material or operation is indicated) shall be included on the bidding schedule.

The payment provided for in the contract includes compensation for all risk, loss, damage, and expense arising out of the nature of the work or its prosecution, subject to conditions of the contract. Payment for each contract line item will constitute full compensation for furnishing the materials and constructing the work complete in place as specified. Payment items for the work of this contract for which contract payments will be made are listed in the BIDDING SCHEDULE and described below.

a. Performance and Payment Bonds: Bonds will be paid for on a Lump Sum basis in accordance with FAR 52.232-5.

Unit of Measure: Lump Sum

b. Land Wall Resurfacing – 6” Depth: Payment will be made for furnishing all materials, equipment and labor and performing all operations necessary for the design, fabrication and construction of resurfacing as specified and shown. Work includes preparatory field measurements, verification of existing conditions, demolition and removal of 6”of existing surfaces, surface preparation, debris disposal, removal and replacement of handrail and tow haulage components and other miscellaneous removable items, placement of reinforcement and concrete, and site restoration.

Unit of Measure: Square Foot.

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12. Final Inspection. Prior to the final inspection, the Contractor will coordinate with the Government to schedule a pre-final inspection and develop a punchlist.

Attachments

Lock and Dam No. 4 Horizontal Concrete Resurfacing Project Drawings.

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REBUILD EXPANSION JOINT (TYP.) TO MATCH EXISTING.

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LEGEND:

OPTION 2

OPTION 1

OPTION 1 - HORIZONTAL RESURFACING (6 " MINIMUM)

OPTION 2 - HORIZONTAL RESURFACING (6 " MINIMUM)

BASE CONTRACT

BASE CONTRACT - HORIZONTAL RESURFACING (6 " MINIMUM)

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NOTES:

9. SEAL ALL HORIZONTAL AND VERTICAL JOINTS

8. SLOPE ALL REPLACED CONCRETE SURFACES AWAY FROM BUILDING

RECESSES, ANCHOR BAR RECESSES, ETC.

7. # 4 REBAR SHALL BE INSTALLED AROUND ALL CHECK POST, BULKHEAD

(+- 1/4 INCH AMPLITUDE) TO PROMOTE A BETTER CONCRETE BOND.

6. ROUGHEN ALL HORIZONTAL CONCRETE REPAIR SURFACES

LOCATIONS.

LADDER RECESSES, MANHOLES OPENINGS AND LIGHT STANDARD

5. REFER TO ATTACHED REFERENCE DRAWINGS FOR CHECK POST,

4. REFER TO DRAWINGS 6 - 7 FOR TYPICAL REPAIR DETAILS.

IN THE AREAS SHOWN ON AND DESCRIBED IN THE PLANS.

2. ALL EXISTING CONCRETE SHALL BE REMOVED TO A MINIMUM DEPTH OF 6 INCHES

BY THE CONTRACTOR AND GOVERNMENT DURNING THE PRE-CONSTRUCTION MEETING.

1. EXISTING CONCRETE SHALL BE JOINTLY INSPECTED, SOUNDED, AND MARKED OUT

(STAGING AREA)

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SCALE:

MONOLITH 20 - LOOKING UPSTREAM

CONCRETE REMOVAL

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MONOLITH 19 - LOOKING UPSTREAM

CONCRETE REMOVAL

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MONOLITH 19 - LOOKING DOWNSTREAM LANDWARD SIDE

CONCRETE REMOVAL

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SCALE:

MONOLITH 19 - LOOKING DOWNSTREAM RIVERWARD SIDE

CONCRETE REMOVAL

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5. SLOPE ALL REPLACED CONCRETE SURFACES AWAY FROM BUILDING

THEREFORE, BIDDERS ARE ENCOURAGED TO VISIT THE SITE BEFORE BIDDING.

OF THE CONCRETE REMOVAL, BUT RATHER ESTIMATED LAYOUT REMOVAL AREAS.

4. THE HATCHED AREAS DEPICTED ON THE DRAWINGS ARE NOT EXACT MEASUREMENTS

AS SHOWN ON THE DRAWINGS.

3. THE PREDETERMINED CONCRETE REMOVAL HATCHED AREAS MAY OVERLAP

2. THE HATCHED AREAS DISPLAY THE UNSOUND AND DETERIORATED CONCRETE.

1. ALL EXISTING CONCRETE SHALL BE REMOVED TO A MINIMUM DEPTH OF 6 INCHES

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MONOLITH 18 - LOOKING UPSTREAM RIVERWARD SIDE

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MONOLITH 18 - LOOKING UPSTREAM LANDWARD SIDE

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MONOLITH 18 - LOOKING UPSTREAM LANDWARD SIDE

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OF THE CONCRETE REMOVAL, BUT RATHER ESTIMATED LAYOUT REMOVAL AREAS.

4. THE HATCHED AREAS DEPICTED ON THE DRAWINGS ARE NOT EXACT MEASUREMENTS

AS SHOWN ON THE DRAWINGS.

3. THE PREDETERMINED CONCRETE REMOVAL HATCHED AREAS MAY OVERLAP

2. THE HATCHED AREAS DISPLAY THE UNSOUND AND DETERIORATED CONCRETE.

IN THE AREAS SHOWN ON AND DESCRIBED IN THE PLANS.

1. ALL EXISTING CONCRETE SHALL BE REMOVED TO A MINIMUM DEPTH OF 6 INCHES

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SCALE:

MONOLITH 16 - LOOKING DOWNSTREAM LANDWARD SIDE

CONCRETE REMOVAL

NOT TO SCALE

5A

SCALE:

MONOLITH 16 - LOOKING UPSTREAM

CONCRETE REMOVAL

NOT TO SCALE

SCALE:

MONOLITH 17 - LOOKING DOWNSTREAM

CONCRETE REMOVAL

NOT TO SCALE

SCALE:

MONOLITH 16 - LOOKING AT LANDWARD VERTICAL FACE FROM RIVERWARD SIDE

CONCRETE REMOVAL

NOT TO SCALE

5B

OF THE CONCRETE REMOVAL, BUT RATHER ESTIMATED LAYOUT REMOVAL AREAS.

4. THE HATCHED AREAS DEPICTED ON THE DRAWINGS ARE NOT EXACT MEASUREMENTS

AS SHOWN ON THE DRAWINGS.

3. THE PREDETERMINED CONCRETE REMOVAL HATCHED AREAS MAY OVERLAP

2. THE HATCHED AREAS DISPLAY THE UNSOUND AND DETERIORATED CONCRETE.

g in e e ri n g S h e e t_

S e e d d .d g n

J L F

J L F

J M

J

C

K A

N D D

A M N

O

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IS

T R

IC

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U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

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H O

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IZ

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O N

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E T

E R

E S

U R

F A

C

IN

G

D E

T A

IL

S

H E

E T S

H E

E T O

F

UNSOUND CONCRETE ALONG VERTICAL FACE

R E

M O

V A

L L

A Y

O U

T O

P T

IO

N

EXPANSION JOINT

O C

T O

B E

R

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

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P R

D A

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F

IL

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B E

R

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IZ

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S U

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T E

D B

Y

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C A

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P L

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A T

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O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps of Engineers

US Army Corps

SCALE:

MONOLITH 34 - LOOKING UPSTREAM LANDWARD SIDE

CONCRETE REMOVAL

NOT TO SCALE

SCALE:

MONOLITH 34 - LOOKING RIVERWARD AT MIDDLE OF MONOLITH

CONCRETE REMOVAL

NOT TO SCALE

6A

SCALE:

MONOLITH 34 - LOOKING UPSTREAM AT THE VERTICAL FACE FROM THE RIVERWARD SIDE

CONCRETE REMOVAL

NOT TO SCALE

6B

SCALE:

MONOLITH 34 - LOOKING DOWNSTREAM

CONCRETE REMOVAL

NOT TO SCALE

6C

5. SLOPE ALL REPLACED CONCRETE SURFACES AWAY FROM BUILDING.

TO VISIT THE SITE BEFORE BIDDING.

LAYOUT REMOVAL AREAS. THEREFORE, BIDDERS ARE ENCOURAGED

MEASUREMENTS OF THE CONCRETE REMOVAL, BUT RATHER ESTIMATED

4. THE HATCHED AREAS DEPICTED ON THE DRAWINGS ARE NOT EXACT

AS SHOWN ON THE DRAWINGS.

3. THE PREDETERMINED CONCRETE REMOVAL HATCHED AREAS MAY OVERLAP

2. THE HATCHED AREAS DISPLAY THE UNSOUND AND DETERIORATED CONCRETE.

g in e e ri n g S h e e t_

S e e d d .d g n

S U

R F

A C

E R

E P

A

IR

D

E T

A

IL

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J L F

J L F

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N D D

A M N

O

P

A U

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T R

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U .S

A R

M Y C

O R

P S O

F E

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IN

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H O

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U R

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IN

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IL

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H E

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H E

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F

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IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps of Engineers

US Army Corps

T

6"MIN. RESURFACING

M .J

M .J

40’-0" TYP. MONOLITH

8 SPACES @ 5’-0"

@ MONOLITH JOINTS

EXPANSION JOINTS

JOINTS (TYP.)

CONTRACTION

TOP OF LOCKWALL

OVERLAY

NEW CONCRETE

ARMOR-EXISTING

HORIZONTAL CORNER

OF LOCKWALL

CHAMBER FACE

JOINT SEALER

MATCH ARMOR STRAP

REMOVAL LINE TO

ARMOR-EXISTING

HORIZONTAL CORNER

ARMOR STRAP

SEALANT

JOINT

TO REMAIN IN PLACE

EXISTING CHECKPOST

SEALANT

NEW JOINT

AND APPLY

CLEAN OUT

L

BACKER ROD

JOINT SEALANT

ELASTOMERIC

TOP OF WALL

VARIES

TOOLED SEALANT

SLOPE TO DRAIN

T/4

SCALE:

CONTRACTION JOINT

DETAIL

NOT TO SCALE

SCALE:

CONCRETE OVERLAY

SECTION

NOT TO SCALE

A

JOINT DETAIL

A 3

CONTRACTION JOINT

EXPANSION JOINT

CHECKPOST

C EXISTING

SCALE:

RESURFACING AT EXISTING CHECKPOST

SECTION

NOT TO SCALE

B

B

A

SCALE:

PLAN VIEW - RESURFACING AT EXISTING CHECKPOST

TYPICAL DETAIL

NOT TO SCALE

SCALE:

PLAN VIEW - MONOLITH JOINT LAYOUT

TYPICAL DETAIL

NOT TO SCALE

SCALE:

HORIZONTAL MONOLITH EXPANSION JOINT

DETAIL

NOT TO SCALE

R E

S U

R F

A C

IN

G

M

IN

IM

U M

M-L4-20/8-FS

M-L4-20/5-FS

M-L4-20/4-FS

M-L4-20/3-FS

FOR CHECKPOST LOCATIONS

REFER TO ATTACHED REFERENCE DRAWINGS

SCALE:

CONCRETE OVERLAY

DETAIL

NOT TO SCALE

V A

R

IE

S

ARMOR-EXISTING

HORIZONTAL CORNER

ARMOR-EXISTING

HORIZONTAL CORNER

SEALANT

SAW CUT FILLED WITH JOINT

24"

JOINT MATERIAL

EXPANSION

PREFORMED 1/8" - 3/16"

SCHEDULED TO BE RESURFACED.

6. ADD 3-2’-0" LONG #4 BARS AT CORNERS OF CHECK POSTS ON ALL MONOLITHS

IN SERVICE. COORDINATE REMOVAL ACCORDINGLY.

5. CHECKPOST REPAIRS REQUIRE 72 HR. OF CURING TIME TO BE PLACED BACK

SEALANT AT MIDPOINT SHOULD BE ONE HALF THE JOINT WIDTH.

SHOULD BE 1/4 INCH. IN JOINTS OF 1/2 INCH TO 1 INCH THE DEPTH OF THE

4. IN JOINTS OF 1/4 INCH TO 1/2 INCH THE SEALANT DEPTH AT MIDPOINT

3. EXPANSION JOINT SHALL BE CONSTRUCTED TO MATCH EXISTING.

(SEE TYPICAL DETAIL 2).

THE CONTRACTOR SHALL INCLUDE CONTRACTION JOINTS SPACED EVERY 5 FEET O.C.

SPACING IN HORIZONTAL CORNER ARMOR. WHERE CORNER ARMORING IS NOT PRESENT

2. LOCKWALL RESURFACING SHALL INCLUDE CONTRACTION JOINTS CORRESPONDING TO

C

K A

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U .S

A R

M Y C

O R

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F E

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IN

E E

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J L F

J M

J L F

J L F

H O

R

IZ

O N

T A

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U R

F A

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IN

G

S U

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A C

E R

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A

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D

E T

A

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H E

E T O

F

VERIFY GEOMETRY IN FIELD

O C

T O

B E

R

IF

R

E Q

U

IR

E D

JOINT SEALANT

R E

S U

R F

A C

IN

G

METALS (ALL CORNERS)

AT ALL EMBEDDED

TYPICAL REINFORCING

#4 R

E B A R , 2 ’-0

LG

4"

4"

4"

R E

S U

R F

A C

IN

G

C

D

SPAN

GRATING

SCALE:

CONCRETE RESURFACING AT LADDER RECESS

SECTION

NOT TO SCALE

D

SCALE:

PLAN VIEW - LADDER RECESS

TYPICAL DETAIL

NOT TO SCALE

R E

S U

R F

A C

IN

G

M

IN

IM

U M

M

IN

IM

U M

M-L4-20/8-FS

M-L4-20/5-FS

M-L4-20/4-FS

M-L4-20/3-FS

FOR MANHOLE OPENING LOCATIONS

REFER TO ATTACHED REFERENCE DRAWINGS

SCALE:

PLAN VIEW - MANHOLE OPENINGS IN HORIZONTAL SURFACES

TYPICAL DETAIL

NOT TO SCALE

M-L4-20/8-FS

M-L4-20/5-FS

M-L4-20/4-FS

M-L4-20/3-FS

FOR LADDER RECESS LOCATIONS

REFER TO ATTACHED REFERENCE DRAWINGS

SCALE:

MANHOLE OPENING IN HORIZONTAL CONCRETE SURFACES

SECTION

NOT TO SCALE

C

FRAME OPENING

MANHOLE

EXISTING

FRAME OPENING

EXISTING MANHOLE

SEE DETAIL 1

JOINT ALONG CORNER ARMOR

DURING CONCRETE PLACEMENT

PROTECT FROM CONCRETE SPLATTER

EXISTING MANHOLE FRAME AND GRATING,

(2) J BOLTS PER CHANNEL

GRATING TO EXISTING CHANNELS

USE 1/4" DIA. S.S. J BOLTS TO ATTACH

SPACED AT 4". GRATING IS 2’-7"x3’-7"

GULAR BANDING BAR AND CROSS BARS

ALUMINUM GRATING WITH RECTAN-

1 1/4" x 3/16" @ 1 3/16" O.C.

EXISTING TO REMAIN IN PLACE

4". GRATING IS 2’-7" x 3’-7"

AND CROSS BARS SPACED AT

RECTANGULAR BANDING BAR

O.C. ALUMINUM GRATING WITH

1 1/4" x 3/16" @ 1 3/16"

EXISTING TO REMAIN IN PLACE

S O

L

IC

IT

A T

IO

N N

O

F

IL

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A M

E

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N B

Y

C K

D B

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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

P L

O T D

A T

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

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps of Engineers

US Army Corps