CDBG YEAR 49

CITY OF DANIA BEACH, FLORIDA

INSTALLATION OF SIDEWALKS, PAVER DRIVEWAYS AND SIGNS

FOR DANIA BEACH OASIS PROGRAM

VOLUME II Technical Specifications

CITY INVITATION TO BID NO. 25-xxx

Bid Sheet p 2

May 1, 2026

Prepared by:

P.O. Box 221890 Hollywood, FL 33022

CA #9958

I. SCOPE OF SERVICES

The work shall generally consist of installation of sidewalks, Paver driveway, signs and more on SW 5th, 6th, 7th and 8th Ave between Dania Beach Blvd and SW 1st St. The Contractor shall provide all required permits, labor, materials, equipment and services necessary for construction of the project.

LOCATION OF PROJECT

Bid Sheet

Oasis

Year 49 UNIT TOTAL

ITEM UNIT QTY UNITS PRICE BID COST

NO. BID

1 Mobilization 1 LS $ -

2 Remove Sidewalks 200 LF $ -

3 Permit Allowance 1 LS $10,000.00 $ 10,000.00

4 2 in 89 stone 150 tn $ -

5 12 in subbase incl mirafi paper 150 tn $ -

6 Sand for bedding 150 tn $ -

7 Pavers 2750 sf

8 Concrete bumper 2000 LF

9 Sand between Pavers/riverrock 250 th $ -

10 Sidewalk 300 LF $ -

11 Asphalt 30 tn $ -

12 Oasis Signs 4 ea $ -

13 Street Signs/stop 4 ea $ -

14 Sod, etc 600 SY $ -

15 Remove Driveways 27 Ea $ -

16 Contingency 1 LS $ 10,000.00 $ 10,000.00

DESCRIPTION OF WORK

GRAND TOTALS 20,000.00$

SPECIAL CONDIITONS

1. 2 hard copies of payrolls are required to be submitted weekly

2. One electronic copy of the weekly payrolls are required to be submitted weekly to the City and the project manager

3. No payments will be made without payrolls in hand

4. Payment for materials will be submitted based on actual paid invoices by the contractor

5. Contractor will call the County to interviews. Copy of the interview forms will be submitted to the City and PM promptly after they are conducted

6. Sign must be placed prior to start of construction (current sign is on Griffin Rd. The required Federal paperwork must be posted on the rear of the sign

7. Electronic photographs of the sign and rear materials must be submitted to the PM and City prior to any payments being considered.

8. Contractor is responsible for storage and management of materials on site

9. Contractor will maintain a log of work performed daily, and provide electronic photographs of progress with monthly pay requests

10. For payment, the PM’s measurements of work effort shall be used for payment

II. SPECIFICATIONS

1. Concrete and Cement

1.1 Cement

1.1.1 Portland Cement shall be of a standard brand and shall

conform to the requirements of ASTM C150-latest edition, except as hereinafter stated. One bag of cement shall be considered as weighing ninety four (94) pounds. Type I shall be used unless higher cement is specified, in which event

Type III shall be used. For Type I, the maximum amount of tricalcium silicate shall be sixty (60) percent. Cement may be shipped either in paper or cloth sacks and the package shall have the brand and name of manufacturer plainly marked on the outside. All cement shall be stored in weather-proof buildings in such a manner as will prevent absorption of moisture by the lower layers. Shipment shall be segregated by lot for identification. Type I cement which has been in storage more than ninety (90) days shall be re-tested before use. Where carload shipments are used, a certificate from an approved testing laboratory shall be submitted prior to use of such cement on the job.

1.2 Fine Aggregate

1.2.1 Composition: Fine aggregate shall consist of natural sand and shall be graded from coarse to fine within the following limits shown on Table I4.1. Sand failing to meet the minimum requirement for material passing the Number 50 and/or Number

100 Sieve may be used, provided other satisfactory inorganic fine materials are added. If two sands are used, each must be mixed after separate weighing in proportions as set by

Owner or Engineer.

TABLE I4.1

U.S. Standard Percent of Total by

Square Opening Sieve Weight Passing

Min. Max.

No. 4 97 100

No. 8 80 100

No. 30 25 75

No. 50 10 30

No. 100 2 10

No. 200 (By Washing) 0 4

1.2.2 Stockpiling: Fine aggregate shall be stored on a well

drained site which has been cleared, grubbed and cleaned.

Stockpiles shall be built up so as to prevent segregation of large and small particles.

1.2.3 Unsuitable Materials in Fine Aggregate: Not more than one percent (1%) by weight of clay lumps or soft, disintegrated or coated grains shall be present in the fine aggregate. It shall also be free from foreign material such as dirt, wood, paper, burlap, or other unsuitable material. When tested in accordance with AASHTO T-21-27, it shall show a color not darker than standard. When tested for mortar strength in accordance with AASHTO T-71-38, the fine aggregate shall have a tensile strength at three (3) days (Type III), or at seven

(7) days, (Type I); not less than 95 percent of that developed by mortar having the same water-cement ratio and consistency, made of the same cement and graded Ottawa Sand having a fineness modulus of 2.40, plus or minus 0.05.

1.3 Coarse Aggregate

1.3.1 Composition: Coarse aggregate shall consist of crushed

stone. It shall be washed to remove clay, loam and dust. At his discretion, the Engineer may waive the washing requirement for stone having a loss of not more than thirty per cent (30%) when tested in accordance with the provisions of AASHTO T-96-38.

1.3.2 Unsuitable Material in Coarse Aggregate: The coarse

aggregate shall not contain more than the following percentages of deleterious material:

Soft Fibrous, Disintegrated Particles (Weight) 3.0%

Clay Lump (Weight) 0.2%

Finer Than No. 200 Sieve (Weight) 0.5%

Flat or Elongated Particles (Count) 10.0%

When subjected to AASHTO Test T-96-38, the aggregate shall have a loss not greater than sixty-five percent (65%).

Aggregate shall be free from loam, wood, leaves, or other foreign material.

1.3.3 Gradation: For unreinforced foundations, for paving or for other unreinforced mass concrete, the gradation of coarse aggregate shall be as shown in Table I4.2. For reinforced footings, reinforced walls over 6" in thickness, ordinary floor slabs and similar structures, the gradation shall be as shown on Table I4.3. For handrails, reinforced walls, thin reinforced floor slabs electrical conduit encasement, and similar construction, the gradation shall be as shown on

Table I4.4.

TABLE I4.2

Passing Percent

Square Opening Sieve By Weight

2« Inch - 100

2 Inch 95 - 100

1 Inch 35 - 70

« Inch 10 - 30

No. 4 0 - 5

TABLE I4.3

Square Opening Sieve By Weight

1« Inch - 100

1 Inch 90 - 100

« Inch 25 - 60

No. 4 0 - 10

No. 8 0 - 5

TABLE I4.4

Square Opening Sieve By Weight

1 Inch - 100

3/4 Inch 90 - 100

3/8 Inch 20 - 55

No. 4 0 - 10

No. 8 0 - 5

1.3.4 Stockpiles: Stockpiles shall be constructed in layers not exceeding three feet (3') in height, and material shall be deposited in such manner as to prevent segregation of coarse and fine materials. Each type of aggregate shall be placed in a separate stockpile. Stockpile sites shall be cleared, grubbed and drained before using.

1.4 Water

1.4.1 Water shall be clean and free from salt, oil or organic substances. Laboratory tests shall be made to determine suitability of any water for use in concrete unless same is secured from a public water supply.

1.5 Concrete Classification

1.5.1 Concrete shall contain cement, coarse aggregate, and fine aggregate meeting the Specifications contained in previous paragraphs of this Part. Unless otherwise specified or shown in the plans, the design strength of the several elements included in the plans shall be:

a) Four thousand (4,000) pounds minimum compressive strength per square inch at twenty-eight (28) days for all piers, reinforced walls, floors, slabs, and other special sections where specifically shown on the plans or Standard Details.

b) Two thousand five hundred (2,500) pounds minimum compressive strength per square inch at twenty-eight

(28) days for all blocking, reinforced footings, for retaining walls not subject to hydrostatic pressure, or where specifically shown on the plans or shown in the

Standard Details.

1.6 Concrete Proportioning

1.6.1 Concrete aggregate shall be proportioned by weight. When the sources of supply shall have been determined by the

Contractor and approved by the Engineer, the mix shall be set by an approved testing laboratory. Mix shall be designed for a "slump" suitable for the character of structure in which the concrete is to be incorporated. All concrete shall be as specified above in paragraph 1.5.1.

1.6.2 After a suitable designed mix has been approved by

the Engineer, it shall not be changed so long as materials of the same characteristics are used in the mix. Within the limits of the various cement factors shown above, the mix shall be varied until the homogenous workable mixture, suitable for the class of structure intended, has been obtained.

1.Concrete Mixing

1.7.1 Concrete mixing shall be by means of a modern batch mixer equipped with an accurately operating water measuring device and an automatic time locking device.

1.7.2 Where a central batching plant is not operated, each mixer must have available an approved portable weighing device for use in proportioning. Each batch shall be mixed for one and one-half (1«) minutes after charging has been completed, and during such mixing period, that drum shall operate with a peripheral speed of not less than one-hundred and fifty-three

(153), nor more than two-hundred and twenty-five (225) feet per minute. The number of revolutions per minute shall be between fourteen (14) and twenty (20). Retempering concrete or use of concrete in which initial set has taken place will not be allowed. Transit mixed concrete from an approved batching plant and suitable truck mixer may be approved by the Engineer.

1.8 Forms

1.8.1 Forms for concrete work may be of dressed lumber, plywood, metal or a combination thereof as may be approved by the

Engineer. Where dressed lumber is used, the boards shall be surfaced both sides with tongue and groove edges, and for forms exceeding four feet (4') in height, the thickness of individual boards shall not be less than one and one-quarter

(1¬) inches dressed. Forms shall be constructed mortar tight and with sufficient supports, walls and bracing to hold the concrete in line and shape without bulging.

1.8.2 Forms shall be held together by form ties so arranged as to permit the ends of the bolts to be removed to a depth of at least one and one-half (1«) inches beneath the surface of the concrete. The cavity, so formed, shall be filled as soon as possible with cement mortar proportioned so as to blend in with color and bond to the remaining portion of the wall.

On thin walls not subject to hydrostatic pressure, wiring of forms will be permitted.

1.8.3 Forms for walls, basins, flumes or other exposed structures having straight outlines, shall be erected and set so as to be true in alignment and braced sufficiently to remain in that condition throughout pouring of concrete. Corners and edges shall finish true and plumb, and curved surfaces and edges shall finish true to radius. Concrete of the highest grade and form, only, will be acceptable.

1.8.4 Where forms are to be reused, they shall be cleaned

thoroughly after dismantling, coated with form release agent and stored to prevent warping and twisting.

1.9 Reinforcing Steel

1.9.1 All steel for reinforcement bars shall be billet steel, open hearth of intermediate grade, having a tensile strength of not less than seventy thousand (60,000) pounds per square inch. For bars under three-fourths inch (3/4") in diameter, the bend test requirements shall be that the bar shall be bent cold one hundred and eighty (180) degrees around a pin having a diameter three (3) times that of the bar under test, without evidence of breaking. For bars three-fourth inch

(3/4") in diameter and over, the bend test requirements shall be that the bar shall be bent cold ninety degrees (90ø) around a pin having a diameter three (3) times the diameter of the bar under test without evidence of cracking.

1.9.2 Bars shall conform in every respect to ASTM Specification

A615 latest revision, for billet steel reinforcements, intermediate grade.

1.9.3 Deformed bars must be used. Bars deformed by cold twisting or bars from rerolled stock will not be acceptable, except by special permission of the Engineer. The Contractor's Bid shall be based on reinforcement steel as specified, not on steel from rerolled stock.

1.9.4 Reinforcement steel bars must be kept in racks off the ground and classified by numbers until used. Bars must be wirebrushed clean of mill scales, dirt, etc., before being placed in the forms. Where the epoxy coating is damaged, steel shall be rejected.

1.9.5 Bars for girders may be made up in unit frames. All bars shall be of sufficient length to extend through the full length of slabs and girders, and all joints shall be made over supports and by lapping for a length of at least forty

(40) diameters. No welding of bars will be permitted.

1.9.6 The brand of manufacturer shall be legibly rolled on all bars, and when loaded for mill shipment, all bars shall be properly separated and tagged with manufacturer's test identification number.

1.9.7 All steel bars shall be epoxy coated unless otherwise noted.

2. Special Provision for Spiral Welded or Smooth Wall Pipe

Encasements

2.1 Casing pipe shall be smooth walled or spiral welded new prime steel conforming to the requirements of ASTM A-139. Size and wall thickness of smooth wall or spiral welded encasement pipe for boring and jacking, unless otherwise specified, is shown on Table I.5.

TABLE I.5

Pipe Sizes (O.D.) Wall Thickness

12 3/4" .188

16" .250

18" .250

20" .250

24" .250

30" .312

36" .375

48" .432

3. Embedment Materials

3.1 Classification

3.1.1 Embedment materials listed here include a number of

processed materials plus the soil types defined according to the

Unified Soil Classification System (USCS) in ASTM D2487.

These materials are grouped into five (5) broad categories according to their suitability for this application.

3.1.2 Class I: Angular, one-quarter inch (¬") to one and one-half inch (1«") (6 to 40 mm) graded stone, including a number of fill materials that have regional significance such as coral, slag, cinders, crushed shells and crushed stone. (Note: The size range and resulting high void ratio of Class I material makes it suitable for use to dewater trenches during pipe installation. This permeable characteristic dictates that its use be limited to locations where pipe support will not be lost by migration of fine grained natural material from the trench walls and bottom or migration of other embedment materials into the Class I material. When such migration is possible, the material's minimum size range should be reduced to finer than one-quarter inch (¬") (6 mm) and the gradation properly designed to limit the size of the voids. An alternative to modifying the gradation is to use a geotextile fabric as a barrier to migration to fines.)

3.1.3 Class II: Coarse sands and gravels with maximum particle size of one and one-half inches (1«") (40 mm), including variously graded sands and gravels containing small percentages of fines, generally granular and non-cohesive, either wet or dry. Soil Types GW, GP, SW and SP are included in this class. (Note: Sands and gravels which are clean or borderline between clean and with fines should be included.

Coarse-grained soils with less than twelve percent (12%), but more than five percent (5%) fines are neglected in ASTM D2487 and the USCS, but should be included. The gradation of Class

II material influences its density and pipe support strength when loosely placed. The gradation of Class II material may be critical to the pipe support and stability of the foundation and embedment, if the material is imported and is not native to the trench excavation. A gradation other than well graded, such as uniformly graded or gap graded, may permit loss of support by migration into void spaces of a finer grained natural material from the trench wall and bottom. An alternative to modifying the gradation is to use a geotextile fabric as a barrier to migration of fines.)

3.1.4 Class III: Fine sand and clayey (clay filled) gravels, including fine sands, sand-clay mixtures and gravel-clay mixtures. Soil Types GM, GC, SM and SC are included in this class.

3.1.5 Class IV: Silt, silty clays and clays, including inorganic clays and silts of medium to high plasticity and liquid limits. Soil Types MH, ML, CH and CL are included in this class. (Note: Caution shall be used in the design and selection of the degree and method of compaction for Class IV soils because of the difficulty in properly controlling the moisture content under field conditions. Some Class IV soils with medium to high plasticity and with liquid limits greater than fifty percent (50%) (CH, MH, CH-MH) exhibit reduced strength when wet and should only be used for bedding, haunching and initial backfill in arid locations where the pipe embedment will not be saturated by groundwater, rainfall or exfiltration from the pipe. Class IV soils with low to medium plasticity and with liquid limits lower than fifty percent (50%) (CL, ML, CL-ML) also require careful consideration in design and installation to control moisture content, but need not be restricted in use to arid locations.)

3.1.6 Class V: This class includes the organic soils OL, OH and PT as well as soils containing frozen earth, debris, rocks larger than one and one-half inches (1«") (40 mm) in diameter and other foreign materials. These materials shall not be used for bedding, haunching or initial backfill.

4. Roadway Materials

4.1 Limerock for Roadway Base

4.1.1 The limerock base course material shall conform to the

Florida Department of Transportation Standard Specifications for Road and Bridge Construction , latest edition, Section

911, Miami Oolitic Formation.

4.2 Prime Coat

4.2.1 The material used for prime coat shall be cut-back asphalt, meeting the requirements of Section 300 of the Florida

Department of Transportation Standard Specifications for Road and Bridge Construction, latest edition, and all supplements thereto. The cover material for the prime coat shall be either sand (either bare or hot-asphalt coated) or screenings at the Contractor's option. The sand shall be nonplastic and free from any appreciable amount of silt, clay balls and root articles and from any noticeable sticks, trash, vegetation or other organic matter.

4.3 Tack Coat

4.3.1 The tack coat shall be Emulsified Asphalt, meeting the

requirements of Section 300 of the Florida Department of

Transportation Standard Specifications for Road and Bridge

Construction, latest edition, and all supplements thereto.

4.4 Asphaltic Concrete Type S-I or Type II

4.4.1 Except when otherwise directed by the Transportation Services

Division hot bituminous mixtures shall conform with Sections

330, 331, or 332 for Type S-1 or Type II Asphaltic Concrete

Surface Course of the Florida Department of Transportation

Standard Specifications for Road and Bridge Construction, latest edition. The Contractor shall furnish sufficient proof that the named source of material supply to be used meets Florida Department of Transportation Road

Specifications. The Engineer may require additional tests from time to time and the Contractor shall furnish all material necessary for said tests.

PART (6) - TECHNICAL SPECIFICATIONS - RESTORATION

1. Excess Material

All excavated material in excess of the quantity required for backfill in the Right-of-Way, shall be removed by Contractor at Contractor's cost to a site designated by the Owner. All unusable material shall be disposed of at the Contractor's expense unless otherwise noted in these Contract Documents.

Contractor shall not place unusable materials within the limits of the Right-of-Way unless so directed by the County

Transportation Services Division.

2. Work in Right-of-Way

Contractors performing work within the public Right-of-Way shall be responsible to protect, during construction, all existing vegetation and facilities not authorized to be removed. Contractor shall be responsible for acquiring all state and local right-of-way permits. Contractor shall be responsible to restore all vegetation or facilities damaged during construction.

3. Tree Cutting

The indiscriminate cutting of trees or disfiguring of any feature of scenic value shall not be permitted. This includes methods such as the use of herbicides. The necessary trimming or cutting of trees by Contractor in the interest of public safety or continuity of facility service shall not be considered indiscriminate where such facilities cannot bypass the obstruction without violating the minimum clearance requirements.

4. Sidewalk/Driveway Replacement

4.1 Materials

Sidewalk/driveway repairs shall be done using materials matching those disturbed during construction. Rock, asphalt, concrete, etc. shall be as specified in Exhibit I, Part (4) of the contract documents.

4.1.1 Grassing

Grassing, mulching, and watering operations when required are to begin within three (3) weeks after completion of construction or as otherwise directed and shall be continually watered until growth is initiated or until sufficient local shower activity will ensure growth. All requirements regarding grassing, mulching and watering shall be in accordance with the Florida Department of

Transportation Standard Specifications for Road and Bridge

Construction , latest revision or as otherwise stipulated.

Any yards or parts or right-of-way in front of private property that contain a grass mat shall be resodded with similar type sod.

4.1.2 Concrete sidewalks/bikeways shall be a minimum of four

inches (4") thick, except that alley intersections and driveways shall be six inches (6") thick. All concrete sidewalk/bikeway work shall be in conformance with Section

522 (Concrete Sidewalks), of the Florida Department of

Transportation Standard Specifications for Road and Bridge

Construction , latest edition.

4.1.3 Asphalt sidewalks/bikeways or access paths where authorized shall be constructed to specifications established by the

Transportation Services Division, but shall be no less than six inches (6") of compacted limerock base over a stabilized subgrade, primed and surfaced with a minimum of one inch (1") of Type II asphaltic concrete.

4.2 Public Safety (during construction, alteration or repair)

4.2.1 In areas of high vehicular traffic, the contractor shall provide a safe walkway around the work area.

4.2.2 Barricades or other barriers shall be used to prevent any possibility of injury to the public caused by the contractor's work.

4.2.3 Walk areas around the work areas shall be kept clean of sand, stones, and any other material that could cause a pedestrian accident.

4.2.4 Work areas left overnight shall be barricaded in accordance with an approved MOT

5. Pavement Cutting and Replacement

5.1 Road Pavement Cutting - Open Cuts

5.1.1 Unless otherwise noted on the drawings, and/or in accordance with the right-of-way permit, open cutting of existing pavement will generally not be allowed, but may be considered under one or more of the following conditions:

a) Subsurface obstructions including rock;

b) Extreme high water table;

c) Limited space for jack and bore pits;

d) Condition of roadway surface - including imminent resurfacing and rebuilding, provided inspection and approval beforehand is made by the City;

e) Extreme economic hardship is proven with adequate supportive data.

5.1.2 Where an open cut has been permitted, replacement of

backfill, base and wearing surface shall be in accordance with the Standard Details (for both paved and unpaved roads) and/or special stipulations of the right-of-way permit.

5.1.3 Limerock from a Florida Department of Transportation

approved pit shall be on the job site during open cutting. When the specified compacted limerock base is greater than six inches

(6"), the base shall be constructed in two (2) or more lifts.

5.2 Temporary Restoration

5.2.1 If the restoration is incomplete at the end of the day, the trench shall be backfilled and made flush with existing pavement edges. Temporary asphaltic patches are permitted when restoration of the road is incomplete. When using a temporary patch, the cut shall be properly back-filled, with compaction meeting the density requirements specified, primed, then the cold or hot mix asphaltic patch applied. At such time when the conditions are corrected, the temporary cold or hot mix asphaltic patch used shall then be removed and the final asphaltic overlay shall be evenly applied, as required. The temporary patch may be utilized for a period from the commencement of the open cut, not to exceed ninety (90) days for each cut.

5.2.2 Upon backfill and completion of the base, if the hot mix asphalt is not immediately placed and when authorized, a temporary cold or hot mix asphaltic patch with a smooth all-weather surface may be utilized.

5.2.3 Before a lane is open to traffic, an asphaltic patch must be provided where applicable.

5.3 Conditions of Open Cuts (if permitted)

5.3.1 On dead-end streets, collector streets, and high traffic streets, trenching and pipe laying shall be performed in such a manner that at least one-way traffic is maintained at all times.

5.3.2 All trench lines across existing pavements, driveways, sidewalks, curbs, etc., shall be saw cut in straight parallel lines.

5.3.3 Contractor shall exercise care to minimize amount of

pavement, sidewalk, driveways, and curbing to be removed.

The final decision as to the amount of removal allowed shall rest with the Engineer.

5.3.4 Pavement shall not be left unrepaired overnight. If

Contractor wishes to repave all damaged areas at one time, and such request is approved by Engineer, a cold patch mix shall be utilized immediately until final pavement restoration.

6. Paving

6.1 Limitation of Operations

6.1.1 Asphaltic Concrete shall be placed in accordance with FDOT

SPEC Section 330.

6.1.2 Asphalt plant and placement operations shall not commence during periods of adverse weather. The mix shall be spread only on prepared, firm, and dry surfaces. Temperature shall be above forty degrees (40ø)F and winds shall not be of velocity to cause blowing sand, dust, etc., to deposit upon the application surface.

6.1.3 Temperature - Temperature of the mixture at time of

spreading shall be between 275øF and 350øF. All other mixture temperatures will be rejected.

6.1.4 Rain and Surface Conditions - Any mixture caught in transit by a sudden rain may be laid, but at the Contractor's risk.

Should such mixture prove unsatisfactory, it shall be removed and replaced with satisfactory mixture at the Contractor's expense. In no case shall the mixture be laid while rain is falling or when there is water on the surface to be covered.

6.2 Preparation of Surfaces

6.2.1 Prior to the laying of the mixture the edges of the area to be patched shall be saw cut in smooth, straight lines.

6.2.2 The surface of the base or pavement to be covered shall be cleaned of all loose and/or organic material. Any irregular areas shall be properly beveled or smoothed out.

6.2.3 All structures which will be in contact with the asphalt mixture shall be painted with a uniform tack coat of asphalt cement to provide a closely bonded, watertight joint.

Tack coat shall be emulsified asphalt, meeting the requirements of Section 300 of the FDOT Standard

Specifications for Road & Bridge Construction , latest edition and all supplements thereto.

6.2.4 A tack coat shall be required on the following surfaces:

a) Between successive surface courses;

b) Between successive leveling courses;

c) Between the leveling and surface courses; and

d) On old pavements to be patched or leveled.

A tack coat on freshly primed surfaces or surface treatment will be required only when so directed by the Engineer.

6.3 Placing Asphalt

6.3.1 Asphalt patches shall be filled by hand or by mechanical means. In either case, rolling shall immediately follow.

When using mechanical spreaders for overlays or strip patches, the following paragraphs (6.3.1.1 through 6.3.1.6) shall be adhered to.

6.3.1.1 All asphaltic concrete mixtures (including leveling courses), other than those adjacent to curb and gutter or other true edges, shall be laid with the use of string lines to assure an accurate, uniform alignment of the pavement edge.

6.3.1.2 Depth of each layer shall be checked at frequent intervals, not to exceed twenty five feet (25'). Any deviation from the required thickness, in excess of the allowable tolerance, shall be immediately corrected.

6.3.1.3 No layer shall be greater than two inches (2") when

compacted. Where a surface course is constructed to a thickness greater than two inches (2"), it shall be constructed in approximately equal layers, each not exceeding two inches (2").

6.3.1.4 Laying Width: Where necessitated by traffic conditions, mixture shall be laid in strips in such manner as to provide for the passage of traffic. Where the road is closed to traffic, mixture may be laid to the full width, by machines traveling in parallel.

6.3.1.5 Spreading Finishing: Upon arrival, mixture shall be dumped into the approved mechanical spreader and immediately spread and struck-off to the full width required and to such loose depth for each course that, when the work is completed, the required weight of mixture per square yard, or the specified thickness, will be secured. An excess amount of mixture shall be carried ahead of the screed at all times. Hand raking shall be done behind the spreader as necessary.

6.3.1.6 Correcting Defects: Before any rolling is started, the surface shall be checked, any irregularities adjusted, and all drippings, fat sandy accumulations from the screed, and fat spots from any source shall be removed and replaced with satisfactory material. No skin patching shall be done.

When a depression is to be corrected while the mixture is hot, the surface shall be well scarified before the addition of fresh mixture.

6.4 Compaction

6.4.1 Compaction on small patches shall be accomplished through the use of five-ton rollers, first rolling the edges of the patch, then following with the center of the patch to prevent upheaval or separation at the joints. Do not overroll.

6.4.2 When compacting overlays or longitudinal patches, the

following equipment and sequences shall be used for each spreader in operation. Contractor shall furnish a separate set of rollers with their operators. Rolling shall be done in the following sequence, with the equipment as noted, unless otherwise permitted by the Engineer.

6.4.2.1 Seal rolling, using tandem steel rollers weighing six and one half (6.5) to seventeen (17) tons, following as close behind the spreaders as is possible without pick-up, undue displacement or blistering of the material. On hot days, and where the asphalt material is too hot to roll without damage, some delay may be necessary.

6.4.2.2 Rolling with self-propelled pneumatic-tire rollers, following as close behind the seal rolling as the mix will permit.

Roller shall cover every portion of the surface with at least five (5) passes.

6.4.2.3 Final rolling with the six and one half (6.5) to seventeen

(17) ton tandem steel roller, to be done after the seal rolling and pneumatic-tire rolling have been completed, but before the pavement temperature has dropped below 140øF.

6.4.2.4 Contractor shall take note not to overroll pavement .

6.4.3 Compaction of Crossovers: When a separate paving machine is being used to pave pipe crossovers, compaction of the crossovers may be done by one eight (8) to ten (10) ton tandem steel roller. If crossover, intersections with acceleration and deceleration lanes are placed with the main run of paving, a traffic roller shall also be used in the compaction of these areas.

6.4.4 Rolling Procedures

6.4.4.1 Rolling shall be longitudinal. Where the lane being placed is adjacent to a previously placed lane, center joint shall be pinched or rolled, prior to the rolling of the rest of the lane.

6.4.4.2 After the rolling or pinching of the center joint, rolling shall continue across the mat by overlapping each previous roller path by at least one-half the width of the roller wheel. The motion of the roller shall be slow enough to avoid displacement of the mixture, and any displacement shall be corrected at once by the use of rakes, and the addition of fresh mixture, if required. Final rolling shall be continued until all roller marks are eliminated.

6.4.5 Compaction of Areas Inaccessible to Rollers: Areas which are inaccessible to a roller (such as areas adjacent to curbs, headers, gutters, bridges, manholes, etc.) shall be compacted by the use of hand tamps or other approved satisfactory means.

6.5 Protection of Finished Surface

6.5.1 Sections of newly compacted asphaltic concrete which are to be covered by additional courses shall be kept clean until the successive course is laid.

6.5.2 Upon completion of the finished pavement, no dumping of any material directly on the pavement will be permitted. When shoulders are constructed after completion of the final surface, blade graders operating adjacent to the pavement during construction shall have a two inch (2") by eight inch

(8") (or larger) board (or other attachment providing essentially the same results) attached to their blades in such a manner that it extends below the blade edge, in order to protect the pavement surface from damage by the grader blade. Vehicular traffic shall not be permitted on any pavement which has not set sufficiently to prevent rutting or other distortion.

6.6 Density

Density Required for Asphaltic Concrete Pavement: After final compaction, the density shall be at least ninety five

(95%) of the laboratory compacted density of the paving mixture.

6.7 Defects

6.7.1 Rollers shall not be allowed to deposit gasoline, oil or grease onto the pavement, and any areas damaged by such deposits shall be removed and replaced as directed by

Engineer.

6.7.2 All drippings, fat or lean areas, and defective construction of any description shall be removed and replaced.

6.7.3 While rolling is in progress, surface shall be tested

continuously and all discrepancies corrected to comply with the surface requirements.

6.7.4 Depressions which develop before completion of the rolling shall be remedied by loosening the mixture and adding new mixture to bring depressions to a true surface. Should depression remain after final compaction has been obtained, full depth of the mixture shall be removed and replaced with sufficient new mixture to form a true and even surface. All high spots, high joints and honeycomb shall be corrected as directed by the Engineer.

6.7.5 Any mixture remaining unbonded after rolling shall be

removed and replaced. Any mixture which becomes loose or broken, mixed or coated with dirt or in any way defective, prior to laying the wearing course shall be removed and replaced with fresh mixture which shall be immediately compacted to conform with the surrounding area.

6.7.6 Areas of defective surface may be repaired by the use of indirect heat. No method of repair involving open-flame heaters shall be used.

6.7.7 Any repairs required in this section shall be made at

Contractor's expense.

7. Drainage Culvert Replacement

7.1 Replacement

7.1.1 All side drains, side ditches, swales, and storm sewers shall be referenced, by the contractor, as to grade and location prior to construction, maintained during construction, and repaired as necessary after construction.

7.1.2 Where drainage structures are disturbed and must be

replaced, the minimum size replacement shall be twelve inches (12").

7.1.3 All drainage culverts installed shall have mitered ends in conformance with the Standard Details of these Contract

Documents.

7.1.4 Contractor shall place the culvert to the specified

elevations and regrade or reshape the swale and road shoulders that have been disturbed or damaged during construction.

7.2 Sodding Swales

7.2.1 In all flow areas, sod shall be placed to the proper grade and cross-section to ensure the design flow of water in the ditch. In excavating for the placement of sod, a minimum three inch (3") undercut is to be provided.

8. Grassing

8.1 Specifications

8.1.1 All exposed ground surfaces that have been disturbed during construction shall be seeded in accordance with the following paragraphs.

8.1.1.1 Preparation of the soil: The soil shall be loosened and mixed to a depth of four inches (4"). Suitable equipment meeting the approval of the Engineer shall be used. This operation shall be accomplished by cutting on one foot (1') centers parallel to the contour of the slope.

8.1.1.2 Soil Improvements: Lime shall be applied at the rate of one to one and one half (1 to 1«) tons per acre. 10-10-10 commercial fertilizer shall be applied at the rate of 800 pounds per acre and well worked into the top inch of topsoil.

8.1.3 Seed Mixture and Sowing the Seed - All seed must have been tested within six (6) months of planting. A seed bag tag shall be submitted with final payment requests from each type or mixture of seed used. Seed mixtures shall be chosen to insure the development of the planting during the season or planting, and to insure future growth and permanence.

8.1.1.4 Mulching and Asphalt-tie Down: All seeded areas will be mulched with one and one half (1«) tons per acre of small grain straw spread uniformly, approximately one quarter (¬) of the ground should be visible to avoid smothering seedlings. Asphalt emulsion shall be used to anchor the straw applied at 150 gallons per ton of straw, where necessary. (Alternate methods may be used, if approved by the Engineer.)

8.1.1.5 Maintenance: Care shall be taken to prevent run-off

destruction to seeded area, and shall continue until turf is established.

8.1.1.6 Grassing, mulching, and watering operations when required are to begin within three (3) weeks after completion of construction or as otherwise directed, and shall be continually watered until growth is initiated or until sufficient local shower activity will ensure growth. All requirements regarding grassing, mulching and watering shall be in accordance with the Florida Department of

Transportation Standard Specifications for Road and Bridge

Construction , latest revision or as otherwise stipulated.

Any yards or parts of right-of-way in front of private property that contain a grass mat shall be resodded with similar type sod.

8.1.2 Guarantee: The Contractor shall guarantee a live and

vigorous stand of permanent grass at the time of acceptance of the work consisting of 80% coverage minimum for seeded grass with no bare spots greater than five (5) square feet.

9. Removal and Replacement of Existing Lawns and Shrubbery

9.1 Removal of Vegetation

9.1.1 Removal and/or replacement of existing lawns and shrubbery shall be accomplished in so far as practicable in accordance with the desires of the property owner, and in all cases shall be acceptable to the Engineer. Where possible, sod lawn areas shall be removed in one foot (1') square or rolled sections, carefully preserved, and replaced on a prepared top soil base after all other construction operations are completed. Sod shall be rolled and watered as necessary to establish growth. In areas where the turf is not adequately thick to be removed as sod, the entire area that is damaged shall be replaced with a six inch (6") layer of topsoil, fertilized, raked and seeded with the same grass as is predominant in the existing lawn. The finished surface must be smooth and uniform throughout.

9.1.2 Shrubbery shall be expertly removed and shall be carefully preserved for replanting. Adequate earth ball shall be removed to guard against damage to the root system. Shrubs shall be replanted only after all other construction operations are complete. The excavation made for replanting shall be six inches (6") larger in every dimension than the ball removed with the shrub. This additional space shall be filled with a mixture of one half topsoil and one half peat moss. Care shall be taken to set the top of the ball flush with the surrounding ground surface. Any shrubbery damaged due to negligence of the Contractor shall be replaced at his expense.

SUPPLEMENTAL CONDITIONS

1.0 LAYOUT OF WORK

Adequate vertical and horizontal control shall be provided to facilitate the proper layout of the work. The Contractor shall preserve all reference points and bench marks furnished. In the event control points are disturbed, either willfully or through carelessness, the Contractor shall cause the control points to be replaced at no cost to the owner.

The Contractor shall carefully compare all lines and levels given on the plans with existing lines and levels and shall call any discrepancy to the attention of the Engineer, in writing, for a proper determination before proceeding with the work. The Contractor shall be responsible for the accuracy of the work and shall correct any discrepancy at no cost to the Owner.

The Contractor shall utilize the services of a Professional

Land Surveyor, licensed in the State of Florida, pursuant to the requirements set forth in Florida Statutes, Chapter

472 to provide adequate stakeout of the detailed work.

2.0 ARE OF EXISTING LANDSCAPING

The Contractor shall be fully responsible for maintaining, in good condition, all cultivated grass, trees and shrubs.

Where maintained grass, trees or shrubs must be removed or destroyed as a result of the construction, the Contractor shall replace or restore to the original condition all destroyed or damaged grass or landscaping after completion of the pipe installation. Tree limbs which interfere with equipment operation and are approved for pruning shall be neatly trimmed and the tree cut coated with a tree paint.

3.0 TESTING

The contractor shall pay for all testing. Generally tests will be compaction and density tests, limerock quality tests, concrete quality tests (cylinder breaks). On asphalt concrete and pipe, the manufacturer's or supplier's certificate that the product meets the specification requirement will be acceptable subject to the verification of the Engineer. All test results are subject to the

Engineer's approval. No Contractor owned or operated testing laboratory will be considered "independent".

4.0 RECORD DRAWINGS

During the entire construction process the Contractor shall maintain records of all deviations from the contract drawings and specifications and shall then prepare "record drawings" showing accurately and correctly all work as it was actually constructed in red pencil. Stationing and offset dimensions of all valves, fittings, air release valves, sample points or other appurtenances shall be accurately located by a Licensed Land Surveyor and shall be accurately and legibly shown on these "record drawings".

Final disbursal of project monies shall not occur until or unless said "record drawings" are submitted to the satisfaction of the Owner. The Owner shall supply one (1) set of blueprints for this sole purpose to the Contractor who shall safeguard same until presented back to the Owner as red-lined "record drawings" for approval.

5.0 TRAFFIC CONTROL STANDARDS

All design, application, installation, maintenance and removal of all traffic control devices and all warning devices and barriers which are necessary to protect the public and workmen from hazards within the project limits shall be as specified in the State of Florida, Manual of

Traffic and Highway Construction, Maintenance and Utility

Operations. The standards established in the afore mentioned Manual constitute the minimum requirements for normal conditions. Additional traffic control devices, warning devices, barriers, or other safety devices shall be required where unusual, complex or particularly hazardous conditions exist.

6.0 WATER MANAGEMENT/EROSION CONTROL

The Contractor shall exercise extreme care to minimize contamination of rainfall run-off from the site. All necessary provisions and care shall be taken to insure compliance with the Water Quality Standards of the State of

Florida, more particularly the South Florida Water

Management District. The Contractor shall make himself familiar with Chapter 17-3, Florida Administrative Code.

Compliance for protection of State Waters and/or jurisdictional areas require the use of hay bales, temporary swales, settling ponds, silt screens and other appropriate methods as necessary to prevent soils and sediment from entering such areas.

Prior to commencement of work the Contractor shall submit a plan of action and a list of materials he plans to use for sedimentation /erosion control to the owner for approval.

6.0 COLOR AUDIO-VISUAL PRECONSTRUCTION RECORD

The Contractor shall have a audio-visual tape recording taken of all sections of the route of construction deemed necessary by the Engineer to serve as a permanent record of preconstruction conditions. The record tape shall be submitted to the Owner for approval prior to commencement of construction. The construction record tape shall have been made no more than 30 calendar days prior to construction start date.

The construction record tape shall be taken by a responsible commercial firm known to be skilled and regularly engaged in the business of pre-constuction color audio- video tape documentation.

Audio-video tapes shall be new unused tapes as manufactured by Maxell or equal. The tapes shall be high grade, one half inch, high energy, extended still frame tapes capable of being played on a standard VHS, color video cassette recorder.

The finished tape shall show bright, sharp, clear pictures with accurate colors and shall be free from distortion, tearing, rolls or other forms of imperfection. The audio portion shall reproduce the commentary with proper volume and shall be clear and free from distortion and interruptions.

The audio portion of the tape shall begin with a complete description of the beginning point of the construction scene, ie, job name, street, direction of travel, direction of view. The video portion shall continuously show the time

(hour, minute and second) and date.

All taping shall be done during daylight hours with sufficient sunlight to properly illuminate the surrounding area. Taping shall not be done during inclement weather conditions.

Taping on heavily traveled streets or roads may require the use of police escort at the option of the Engineer. If police escort is required all costs shall be borne by the

Contractor.

7.0 811 LOCATE

The Contractor shall contact 811 for locates prior to doing any work

DAVIS BACON CERTIFICATION

The American Recovery and Reinvestment Act states that the construction work covered by this contract pertains is being assisted by the United States of America and the following

Federal Labor Standards Provisions are included in this Contract pursuant to the provisions applicable to such Federal assistance.

To meet this requirement, the undersigned hereby certifies that all of the that the construction work covered by this contract pertains is being assisted by the United States of America and the following Federal Labor Standards.

BUY AMERICAN CERTIFICATION

Section 1605 of the American Recovery and Reinvestment Act states that:

“None of the funds appropriated or otherwise made available by this Act may be used for a project for the construction, alteration, maintenance, or repair of a public building or public work unless all of the iron, steel, and manufactured goods used in the project are produced in the United States.”

To meet this requirement, the undersigned hereby certifies that all of the material, equipment and accessories which are to be incorporated into the (Name of Construction Contract) to be partially funded by monies from the American Recovery and Reinvestment Act, has been manufactured from domestic construction material as defined by 40 CFR 35.936-13(D).

Name of Contractor Date

Signature of Authorized Official

Title

MUST BE INCLUDED:

• Bid Proposal Form

• Bidder’s Questionnaire

• Sworn Statement Under §287.133(3)(a), Florida Statutes -Public Entity Crimes

• Prevailing Wage Ordinance

• Non-collusion Affidavit

• Acknowledgment Of Conformance With Florida Trench Safety Act

• There are a series of documents – list to be provided

• Anticipated time line to begin delivery of services

• Résumés of key personnel who will actually be assigned to the Project

• Five (5) similar projects performed in South Florida

OASIS PROGRAM

YEAR 49

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SW 5th Ave

Draft Planned Improvements

1. Paver aprons

2. Sidewalk repairs

3. Signs

O A

SI

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YE

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New stop sign 20C 20C 39.1A 27A 16.5A 16.5A Oasis sign

Oasis sign 17C 12G 140 x 4.5A 31 A New Stop sign

LEGEND

1. Red= stop sign

2. Green = oasis sign

3. New paver driveway (existing driveway removed

4. Dimensions are width of Drive at sidewalk

5. A = Asphalt, C = concrete and G = gravel

6. Do not disturb existing paver

SW 6th Ave

Draft Planned Improvements

1. Paver aprons

2. Sidewalk repairs

3. Signs

O A

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YE

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9New stop sign 18.6A 18.6A pavers pavers pavers pavers pavers pavers Oasis sign

Oasis sign 15.5A 22A pavers pavers 22A Pavers 42A 28A 18.5C Pavers New Stop sign

LEGEND

1. Red= stop sign

2. Green = oasis sign

3. New paver driveway (existing driveway removed

4. Dimensions are width of Drive at sidewalk

SW 8th Ave

O A

SI

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YE

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Draft Planned Improvements

1. Paver aprons

2. Sidewalk repairs

3. Signs

Oasis sign 20.3C 15C Paver Paver 17A 62A Pavers New Stop sign

New stop sign do not disturb 16C? New Oasis sign

LEGEND

1. Red= stop sign

2. Green = oasis sign

3. New paver driveway (existing driveway removed

4. Dimensions are width of Drive at sidewalk

O A

SI

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YE

A

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A

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YE

A

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A

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YE

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Concrete Bumper

12 x 12 in - 3 #3 rebars

X (given on plan – match to existing private side driveway at sidewalk)

X+4 at street

Brick to fill within concrete bumper

AS

IS

Y

EA

R

This Project is funded by the Federal 50th Year

Community Development Block Grant