homestead energy renaissance substation project...

RENAISSANCE

3/06/19

HOMESTEAD ENERGY

RENAISSANCE SUBSTATION

PROJECT NO. 39491

INDEX AND CERTIFICATION PAGE

TECHNICAL SPECIFICATIONS

DOCUMENT/ NUMBER

DIVISION DESCRIPTION OF PAGES

031000 CONCRETE FORMWORK 4

032000 CONCRETE REINFORCEMENT 3

033000 CONCRETE 23

312000 SITE PREPARATION AND EARTHWORK 19

316610 SHALLOW FOUNDATIONS 2

CERTIFICATION(S)

Andrew C. Harper

I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed

professional engineer under the laws of the State of Florida. License No. 79990, Expiration Date:

03-06-2019.

ITB#201929-Attachment 2

031000 - CONCRETE FORMWORK.DOC 031000-1

03/06/19

SECTION 031000 - CONCRETE FORMWORK

PART 1 - GENERAL

1.01 DESCRIPTION:

A. This section includes formwork for cast-in-place concrete.

B. Related Work Specified Elsewhere:

1. Concrete Reinforcement: SECTION 032000.

2. Concrete: SECTION 033000.

3. Shallow Foundations: SECTION 316610.

1.02 REFERENCES:

A. Applicable Standards:

1. American Concrete Institute (ACI):

a. 117 - Specifications for Tolerances for Concrete Construction and Materials.

b. 301 - Specifications for Structural Concrete.

c. 318 - Building Code Requirements for Structural Concrete.

d. 347 - Guide to Formwork for Concrete.

2. American Society of Testing and Materials (ASTM):

a. C31 – Standard Practice for Making and Curing Concrete Test Specimens in the

Field

b. C39 – Standard Test Method for Compressive Strength of Cylindrical Concrete

Specimens.

c. C1077 – Standard Practice for Agencies Testing Concrete and Concrete Aggregates

for Use in Construction and Criteria for Testing Agency Evaluation.

PART 2 - PRODUCTS

2.01 MATERIALS FOR FACING:

A. Where concrete will be exposed to view after construction:

1. Smooth finish exterior grade plywood at least 5/8-inch thick.

2. Steel.

3. Do not use form-facing materials with raised grain, torn surfaces, worn edges, dents, or

other defects that will impair the texture of concrete surfaces.

B. Where concrete will not be exposed to view after construction:


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1. Exterior grade plywood at least 5/8-inch thick.

2. Steel.

3. Wood fiberboard.

4. Dressed lumber free of loose knots.

C. Treat forms with commercially available form releasing agents that will not bond with, stain,

or adversely affect concrete surfaces. Agents shall not impair subsequent treatment of concrete

surfaces depending upon bond or adhesion, nor shall it impede the wetting of surfaces to be

cured with water or curing compounds. Form releasing agents shall be VOC compliant with a

maximum VOC content of 3.8 lbs/gal (450 g/L), or less where area restrictions are more

stringent.

D. Clean forms of sawdust, dust, dirt, and other foreign materials.

2.02 FORM TIES:

A. Break-back, coil, or screw-type, except where otherwise specified.

B. Water seal coil type in walls below grade and walls of water-bearing structures. Removable

through-wall tapered ties shall not be used.

C. Coil-type shall leave conical depression in concrete.

D. Space as required against pressure of fresh concrete.

E. The portion of the form tie remaining in place shall provide for a clearance of two times the

minimum dimension of the tie, but not less than 3/4-inch, from the formed surface.

2.03 CHAMFER STRIPS:

A. 3/4-inch chamfer except where otherwise indicated.

B. Place in all forms to provide chamfer where concrete will have exposed projecting corners.

PART 3 - EXECUTION

3.01 FORM CONSTRUCTION:

A. Conform to ACI 301, 318 and 347, except shop drawings for formwork, shoring, and re-

shoring shall not be submitted for approval.

B. Adequately brace, stiffen and support forms to prevent perceptible deflection or settlement, and

to hold plumb, level and true to line.

C. Construct and maintain forms to the tolerances given in ACI 117.

D. Construct sufficiently tight to prevent mortar leakage.



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E. Avoid offsets between adjacent forms and construct so that shores, braces and stiffening

members are in line with those below.

F. Space studs and stringers as required to support facing against concrete pressure but not more

than 12 inches for 5/8-inch plywood or 16 inches for 3/4-inch plywood. Maximum deflection

of facing materials reflected on concrete surfaces exposed to view shall be 1/240 of the span

between structural members of the formwork.

G. Use wales, strongbacks, shores and bracing as required.

H. Form all necessary openings or chases for piping, ductwork and similar items where indicated

or as required for the Work.

I. Construct forms to be removable in sections without marring concrete surface.

J. Surface of forms shall provide smooth, dense, plane surface to finished concrete where

exposed to view.

K. Contractor shall be responsible for structural adequacy, design, engineering, and construction

of the formwork.

L. Stay-in-place metal forms shall not be used.

3.02 TIME-IN-PLACE FOR FORMS:

A. It is the responsibility of Contractor to consider all applicable factors and leave the formwork

in place until it is safe to remove them.

B. All removal shall be performed in a manner which will prevent damage to the concrete and

ensure the complete safety of the structure, with particular care for corners and edges.

C. Where forms support more than one element, the forms shall not be removed until the form

removal criteria are met by all supported elements.

D. Evidence that concrete has gained sufficient strength to permit removal of forms shall be

determined by tests on control cylinders. All control cylinders shall be stored in the structure

or as near the structure as possible so they receive the same curing conditions and protection

methods as given those portions of the structure they represent. Control cylinders shall be

removed from the molds at an age of no more than 24 hours. All control cylinders shall be

prepared and tested in accordance with ASTM C31 and ASTM C39 at the expense of

Contractor by an independent laboratory that complies with ASTM C107. Control cylinders

shall be tested within 4 hours after removal from the Site.

E. Forms shall not be removed unless the minimum time or minimum compressive strength

requirements below are met.



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1. Formwork Not Supporting Weight of Concrete:

a. Formwork for walls, columns, sides of beams, gravity structures, slabs-on-ground

and other vertical type formwork not supporting the weight of concrete shall remain

in place 24-hours minimum after concrete placement is completed.

2. Formwork Supporting Weight of Concrete:

a. Formwork supporting weight of concrete and shoring shall not be removed until

structural members have acquired sufficient strength to safely support their own

weight and any construction or other superimposed loads to which the supported

concrete may be subjected. As a minimum, no forms or shoring shall be loosened

or removed until control concrete test cylinders indicate the concrete has attained

the following compressive strengths for the respective structural members:

Percent of Design

Structural Member Compressive Strength

Unshored slab and beam forms or forms which

can be removed without disturbing shores………...………. 70

Slab or beam shoring ……………………………………… 85

END OF SECTION 031000


032000 - CONCRETE REINFORCEMENT.DOC 032000-1

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SECTION 032000 - CONCRETE REINFORCEMENT

PART 1 - GENERAL

1.01 DESCRIPTION:

A. This Section includes steel reinforcement bars, ties, welded wire fabric, bolsters, chairs

supports and accessories.


1. Concrete Formwork: SECTION 031000.



1.02 REFERENCES:


1. American Society for Testing and Materials (ASTM):

a. A82 - Steel Wire, Plain, for Concrete Reinforcement.

b. A184 - Welded Deformed Steel Bar Mats for Concrete Reinforcement

c. A185 - Steel Welded Wire Reinforcement, Plain, for Concrete

d. A496/7 - Steel Welded Wire Reinforcement, Deformed, for Concrete

e. A615 - Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

f. A704 - Welded Steel Plain Bar or Rod Mats for Concrete Reinforcement

g. A706 - Low-Alloy Steel Deformed and Plain Bars for concrete Reinforcement


a. 315 - Details and Detailing of Concrete Reinforcement.

b. 318 - Building Code Requirements for Structural Concrete and Commentary

3. American Welding Society (AWS):

a. D1.4 - Structural Welding Code: Reinforcing Steel.

b. B2.1 - Welding Procedures and Performance Qualification.

1.03 SUBMITTALS:

A. Submit as specified in DIVISION 1.

B. Include, but not limited to, the following:

1. Complete bar schedule, bar details and erection drawings to conform to ACI 315.

2. Drawing with each group of like bars labeled with a mark number.

3. Erection drawings shall be clear, easily legible and to a minimum scale of:


SECTION 032000 - CONCRETE REINFORCEMENT: continued

032000-2032000 - CONCRETE REINFORCEMENT.DOC

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a. 1/4-inch = 1 foot.

b. 1/8-inch = 1 foot if bars in each face are shown in separate views.

4. Size and location of all openings.

1.04 DELIVERY, STORAGE AND HANDLING:

A. Store steel reinforcement blocked up off the ground and in orderly stacks.

B. Store only bars with the same identifying label in the same stack.

1.05 TESTING:

A. Perform at the mill for each heat.

B. Submit certified test results to Engineer upon request.

PART 2 - PRODUCTS

2.01 REINFORCEMENT BARS, TIES AND STIRRUPS:

A. Materials:

1. Conform to ASTM A615, Grade 60 except as otherwise specified.

2. Drilled shaft ties and stirrups of any size shall conform to ASTM A615, Grade 60 unless

otherwise indicated.

B. Fabrication of Bars:

1. Fabricate with cold bends conforming to the recommended dimensions shown in ACI

318.

2. Field fabrication will be allowed only if Contractor has equipment to properly fabricate

steel and must be approved by the Engineer/Owner.

3. Attach metal or plastic tags with identifying mark corresponding to mark number on

drawing.

4. Contractor may, at his option, continue steel reinforcement through openings in walls and

slabs, then field-cut the opening.

2.02 WELDED WIRE FABRIC:

A. Conform to ASTM A185, A146 and A147 using bright basic wire conforming to ASTM A82.

B. Wire gauges No. 11 and smaller shall be galvanized.

2.03 BOLSTERS, CHAIRS AND ACCESSORIES:


SECTION 032000 - CONCRETE REINFORCEMENT: continued

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A. Conform to ACI 315 and the Manual of Standard Practices of the Concrete Reinforcing Steel

Institute.

B. Provide all spacers, bolsters, chairs, ties, and other devices necessary to properly space, place,

support and fasten steel reinforcement in place during the concrete placement.

C. Metal accessories shall be galvanized or plastic coated where legs will be exposed in finished

concrete surfaces.

D. Do not use rocks, broken bricks, wood blocks, or concrete fragments for support of steel

reinforcement.

2.04 PRECAST CONCRETE BLOCK BAR SUPPORTS:

A. May be used only for bar supports in slabs on ground.

B. Blocks shall be made with a minimum of nine sacks of cement per cubic yard and have a

compressive strength of 6,000 psi in seven days.

C. Each block shall have a minimum of 9 square inches of bearing area. Space as required by the

particular condition of weight, bearing surface and rigidity of the steel reinforcement.

PART 3 - EXECUTION

3.01 PLACEMENT OF STEEL REINFORCEMENT:

A. Place in accordance with Chapters 7 and 12 of ACI 318 and the Manual of Standard Practice of

the Concrete Reinforcing Steel Institute.

B. Tie securely with 16-gauge or larger annealed iron wire.

C. Place to maintain concrete cover to conform to Chapter 7 of ACI 318 unless otherwise

indicated.

D. Splice steel to conform to Chapter 12 of ACI 318.

1. Unless otherwise indicated, the minimum length of lap for tension lap splices shall be as

required for Class B splices as defined by ACI 318.

E. Lap welded wire fabric not less than the length of one mesh plus 2 inches unless otherwise

indicated.



033000 - CONCRETE.DOC 033000-1

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SECTION 033000 – CONCRETE

PART 1 - GENERAL

1.01 DESCRIPTION:

A. This Section includes concrete and related items.





1.02 REFERENCES:



a. A123 - Zinc (Hot-Galvanized) Coatings on Iron and Steel Products.

b. A153 - Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

c. A615 - Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.

d. C31 - Making and Curing Concrete Test Specimens in the Field.

e. C33 - Concrete Aggregates.

f. C39 - Compressive Strength of Cylindrical Concrete Specimens.

g. C40 - Organic Impurities in Fine Aggregates for Concrete.

h. C42 - Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.

i. C88 - Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate.

j. C94 - Ready-Mixed Concrete.

k. C143 - Slump of Hydraulic Cement Concrete.

l. C150 - Portland Cement.

m. C172 - Sampling Freshly Mixed Concrete.

n. C192 - Making and Curing Concrete Test Specimens in the Laboratory.

o. C231 - Air Content of Freshly Mixed Concrete by the Pressure Method.

p. C233 - Testing Air-Entraining Admixtures for Concrete.

q. C260 - Air-Entraining Admixtures for Concrete.

r. C309 - Liquid Membrane-Forming Compounds for Curing Concrete.

s. C494 - Chemical Admixtures for Concrete.

t. C618 – Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete.


SECTION 033000 - CONCRETE: continued

033000-2 033000 - CONCRETE.DOC

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u. D1752 - Preformed Sponge Rubber Cork and Recycled PVC Expansion Joint Fillers

for Concrete Paving and Structural Construction.

v. E96 - Test Methods for Water Vapor Transmission of Materials.


a. 211.1 - Standard Practice for Selecting Proportions for Normal, Heavyweight, and

Mass Concrete.

b. 304 - Guide for Measuring, Mixing, Transporting and Placing Concrete.

c. 305 - Hot Weather Concreting.

d. 306 - Cold Weather Concreting.

e. 309 - Guide for Consolidation of Concrete.

f. 318 - Building Code Requirements for Reinforced Concrete and Commentary.

3. American National Standards Institute (ANSI):

a. B18.2.1 - Square and Hex Bolts and Screws - Inch Series.

b. B18.2.2 - Square and Hex Nuts (Inch Series).

4. National Bureau of Standards (NBS) Specifications for Scales.

5. National Ready-Mix Concrete Association, "Truck Mixer, and Agitator Standards of the

Truck Mixer Manufacturers' Bureau."

a. TMMB 100-05 – Truck Mixer, Agitator and Front Discharge Concrete Carrier

Standards.

6. Corps of Engineers

CRD-C 620-10 - Determining the Potential Alkali-Silica Reactivity of Combinations of

Cementitious Materials, Lithium Nitrate Admixture, and Aggregate (Accelerated Mortar-

Bar Method).

1.03 SUBMITTALS:

A. Submit as specified in DIVISION 1.

B. Include, but not limited to, the following:

1. Nonshinking grouts.

2. Admixtures.

3. Bonding Agents.

4. Curing Agents.

5. Expansion joint materials.

6. Sealants.



033000 - CONCRETE.DOC 033000-3

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7. Waterstops.

C. Concrete Mix Design Proportions:

1. Submit as specified in DIVISION 1 and Part 2.

2. Submit for each mix design, including aggregate gradation data.

3. Resubmit for any change in each mix design.

PART 2 - PRODUCTS

2.01 CONCRETE:

A. Materials:

1. Portland Cement Type V:

a. Shall conform to ASTM C150.

b. Pozzolan shall conform to ASTM C595.

c. Fly ash shall be permitted to be used as the pozzolan and be interground with the

clinker in the manufacture of the cement. Fly ash shall conform to ASTM C618,

Class F with less than 15% CaO. Class C fly ash is not allowed.

(1) Fly ash may be added by Supplier as a separate ingredient provided the

Supplier has scales for dispensing fly ash that meet the requirements of this

PART “Measurement of Materials”.

d. The maximum amount retained on the No. 325 sieve shall be 10% as determined in

accordance with ASTM C430.

e. The maximum amount of alkalies (NA2O + 0.658 K2O) shall be 0.60% determined

in accordance with ASTM C114. A running average of three Samples shall not

exceed a maximum of 0.50%. Total alkali contribution from the cement shall not

exceed 4 pounds of alkali per cubic yard.

f. Use one brand of cement throughout the Project unless otherwise approved by the

Engineer.

2. Fine Aggregate:

a. Conform to ASTM C33.

b. Fineness modulus shall be between 2.3 and 3.1.

c. Maintain fine aggregate free of ice, frozen lumps and deleterious substances.

3. Coarse Aggregate:

a. Conform to ASTM C33.



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b. Blast furnace slag will not be permitted.

c. Maintain coarse aggregate free of ice, frozen lumps and deleterious substances.

d. Gradating Requirements:

(1) From 3/4-inch to No. 4 for all concrete unless otherwise specified.

4. Mixing Water:

a. Only potable water will be acceptable without testing. Expense of testing water

shall be paid by Contractor.

b. Nonpotable water may be used if it produces concrete with at least 95 percent of the

strength of similar specimens of the same mix design made with potable water,

subject to approval of qualitative analysis.

5. Admixtures:

a. Water Reducing Type:

(1) Conform to ASTM C494, Type A.

(2) Conform to manufacturer's recommendations for use.

(3) Technical assistance of the manufacturer's field representative shall be

furnished upon request.

b. Air-Entraining Type:

(1) Conform to ASTM C260.

(2) Conform to manufacturer's recommendations for use.

(3) Technical assistance of the manufacturer's field representative shall be

furnished upon request.

(4) Testing of air-entraining admixtures shall conform to ASTM C233.

c. Other Admixtures: Used only with Owner's written concurrence.

(1) Water Reducing, Retarding Type: Conform to ASTM C494, Type D.

d. Admixtures shall not contain any chloride ions.

e. Storage: Admixtures shall be stored in such a manner as to avoid contamination,

evaporation, freezing, temperature changes, settling, or any damage which would

adversely affect their characteristics.

B. Laboratory Testing of Materials for Use in Concrete:

1. An approved independent testing laboratory shall be selected and paid by Contractor to

perform all required laboratory tests of materials proposed for use in the production of

concrete and to determine mix proportions when laboratory trial batches are required.



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2. Contractor shall deliver representative samples of all proposed concrete materials to the

laboratory for the following testing:

a. Fine Aggregate:

(1) ASTM C33 as amended by PART 2, paragraph 2.01.A.

(2) ASTM C40.

(3) ASTM C88.

(4) ASTM C177.

(5) ASTM C136.

(6) ASTM C142.

(7) Fineness modulus.

(8) ASTM C295 and ASTM C289 or approved service records.

b. Coarse Aggregate:

(1) ASTM C33 as amended by PART 2, paragraph 2.01.A.

(2) ASTM C88.

(3) ASTM C136.

(4) ASTM C142.

(5) ASTM C295 and ASTM C289 or approved service records.

c. Mixing water; if other than potable water is proposed for use and in the opinion of

Engineer there is reason to suspect its acceptability:

(1) With the design mix the laboratory shall make two concrete test cylinders

using proposed water and two concrete test cylinders using potable water

conforming to ASTM C192.

(2) All cylinders shall be tested conforming to ASTM C39. Age of cylinders at

test shall be 28 days unless an earlier age is authorized.

(3) Concrete made with nonpotable water shall attain at least 95% of the

compressive strength of similar specimens of the same mix design made with

potable water.

d. Air-entraining admixture shall be tested conforming to ASTM C233.

3. The laboratory test results shall be part of the design mix submittal specified in this

PART 2, paragraph 2.01D. - Mix Proportions.

C. Concrete Qualities Required:

1. Compressive Strength:



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a. Minimum 28-day strength = 4000 psi for all construction unless otherwise

indicated.

2. Slump of concrete shall be 3 inches plus or minus 1 inch unless noted otherwise.

Concrete slump for drilled shafts shall be as indicated for each method of construction:

a. Dry and Uncased Excavation: 5 inches ± 1 inch.

b. Cased Excavation with Casing Withdrawn: 7 inches ± 1 inch.

c. Slurry Construction (Underwater Placement): 8 inches ± 1 inch.

3. Air Content: 5 percent plus or minus 1-1/2 percent

a. For Compressive Strength greater than 5000 psi, Air Content can be reduced by

1.0%.

D. Mix Proportions:

1. Concrete shall be homogeneous, readily placeable and uniformly workable; proportioned

to conform to ACI 211.1.

2. Mix proportions for all concrete unless otherwise specified shall be selected preferably on

the basis of field experience; but in the case where sufficient or suitable strength test data

is not available, concrete shall be proportioned on the basis of laboratory trial mix design.

a. Field experience using test results within the preceding 90 days with the materials

and plant to be employed may be the basis of mix proportioning provided that not

less than 30 consecutive satisfactory compressive strength tests on concrete using

the proposed materials with a similar mix are available. A compressive strength test

is defined as the average 28-day compressive strength of two companion cylinders

made conforming to ASTM C172 and ASTM C31 and tested conforming to ASTM

C39. The standard deviation of such tests shall be computed as a basis for design of

the mix. The design average strength shall exceed the specified strength in

accordance with the following formulae:

(1) When standard deviation is less than 500 psi, Design Average Strength =

Specified Minimum Strength + 1.343 x Standard Deviation.

(2) When standard deviation is greater than 500 psi, Design Average Strength =

Specified Minimum Strength -500 + 2.326 x Standard Deviation.

(3) Submit previous test data, calculated standard deviation, and the proposed

mix proportions to Engineer for approval prior to placing concrete.



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b. When laboratory trial batches are used as a basis for determining mix proportions,

all such work shall be performed by the laboratory as specified in this PART

"Laboratory Testing of Materials for Use in Concrete."

(1) Laboratory trial batches shall be used to establish a water-cement ratio com-

pression strength curve with at least three points, each representing the

strength of a separate trial batch. At least one point shall be above and one

below the strength required. Each point on the curve shall represent the

average of at least three specimens tested at 28 days or an earlier age when

approved by Engineer. The slump and air content shall be at the maximum

limits specified in this PART "Concrete Qualities Required."

(2) A point on the water-cement ratio compressive strength curve shall be

selected that will provide an average strength at least 1200 psi greater than

the specified minimum strength.

(3) Laboratory reports establishing mix proportions shall be sent to Engineer,

and his approval obtained prior to placing all concrete.

3. Mix Proportions for Concrete for Underwater Placing (special requirements):

a. Fine aggregate - not less than 40 percent natural sand.

b. Coarse aggregate - 3/4-inch maximum size natural gravel.

c. Cement - 7 sacks minimum per cubic yard.

d. Water - Minimum required for slump between 7 and 9 inches.

e. Water reducing retarder - Conform to ASTM C494 Type D and use in sufficient

amount to delay the setting time to not less than six hours.

f. Air entrainment - Conform to ASTM C260 and use in sufficient amount to entrain 4

percent air plus or minus 1 percent.

g. 28-day compressive strength:

(1) Not less than 4000 psi when tested conforming to ASTM C31 and ASTM

C39.

4. Prior to placing any concrete, the laboratory selected by the Contractor shall report the

results of the testing and mix designs as follows:

a. Engineer, Kansas City Office (1 copy).

b. Resident Project Representative, Field Office (1 copy).

c. Contractor (copies as required).

d. Concrete supplier (copies as required).



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E. Measurement of Materials:

1. General Requirements:

a. Conform to ACI 304.

b. Measure materials within one percent by weight for aggregates and cement, and

within 1-1/2 percent by volume or weight for water.

2. Apparatus:

a. Beam or springless dial-type scale conforming with NBS - "Specifications for

Scales."

b. Volumetric measurement of water shall be performed with an approved automatic

valve.

F. Mixing and Delivery:

1. Conform to ACI 304.

2. Cement temperature when added to mix shall not exceed 170 degrees F.

3. Batch Plant Mixer:

a. Charge with 5 percent to 10 percent of the mixing water both in advance and after

the addition of aggregates and cement.

b. Charge with remaining water uniformly with the other materials.

c. Avoid charging in excess of manufacturer's rating.

d. Discharge mixed concrete completely prior to recharging.

e. Mixing Time:

(1) Start immediately when all ingredients except the last of the water are in the

mixer.

(2) Minimum mixing time shall conform with mixer manufacturer's instructions,

but not be less than the following:

Capacity of Mixer

Cubic Yards

Minimum Time of

Mixing, Minutes

1 or less

1 minute

2 1 minute, 15 seconds



5 2 minutes

6 2 minutes, 15 seconds



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Add 15 seconds' mixing time for each additional cubic yard of concrete.

4. Mixing of Concrete at Plant Off Jobsite:

a. Mix concrete in central mixer or truck mixer. Transport in truck mixer turning at

agitation speeds only.

b. Water added to concrete having a slump below the specified minimum shall be at

Contractor's risk. If the water added produces a slump greater than the specified

maximum, the concrete will be rejected. If water is added the concrete shall be

remixed for a minimum of 25 revolutions.

c. Truck mixer shall conform to TMMB 100-05 of the Truck Mixer Manufacturers

Bureau.

d. Ready-mixed concrete shall be produced and delivered conforming to ASTM C94

as applicable.

e. Contractor shall furnish Owner with a concrete delivery ticket for each load of

concrete. The ticket shall have the following information recorded:

(1) Ticket number.

(2) Time batched.

(3) Time arrived on jobsite.

(4) Amount of concrete (by volume).

(5) Mix number.

(6) Amount of all water added at jobsite by Contractor.

(7) Number of revolutions on the truck's revolution counter before batching and

after placement is completed.

(8) Truck number.

(9) Truck driver's name.

(10) Types and quantities of admixtures added to the batch.

(11) Slump of concrete.

2.02 GROUT:

A. Plain Grout:

1. 1 part portland cement to 2 parts sand by volume.

2. Keep water to a minimum as required for placing by the dry packing method.



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3. Place after the mixed grout has been allowed to stand for two hours.

4. The sand and cement shall be as specified for concrete.

B. Nonshrinking Grout:

1. Required for setting sleeved anchor bolts, for setting equipment recommended by the

manufacturer to be set with nonshrinking grout, and in other places indicated.

2. Grout shall be nonmetallic, as manufactured by one of the following:

a. Crystex, L and M Construction Chemicals, Inc.

b. Five Star grout, U. S. Grout Corporation.

c. Masterflow 713 grout, Master Builder's Company.

d. Sauereisen F-100, Sauereisen Cements Company.

e. Supreme Grout, Gifford-Hill & Company.

3. Prepare and place conforming to manufacturer's printed instructions.

C. Grout for Bonding:

1. 1 part cement to 1-1/2 parts sand by weight.

2. Keep water to a minimum.

2.03 CONCRETE ACCESSORIES:

A. Water Stops:

1. Serrated polyvinyl chloride equal to one of the following.

a. Servicized/Durajoint Type 13, W. R. Grace Company.

b. 6-inch heavy-duty Flextrip, Water Seals, Inc.

c. Vulco VP 8044 Heavy, Vulcan Metal Products Company.

B. Expansion Joints:

1. Expansion Joint Filler: Premolded cork of thickness indicated and conforming to ASTM

D1752, Type II, cork or Type III, self-expanding cork.

2. Bond Breaker: Polyethelene strip.

3. Joint Sealant: Two component polysulfide system as manufactured by one of the

following:

a. Hornflex L, A. C. Horn, Inc.

b. Synthacalk GC-2, Pecora, Inc.

C. Igas Joint: Single component mastic waterstop, Sika Chemical Corporation.

2.04 CURING AGENT:



033000 - CONCRETE.DOC 033000-11

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A. Liquid membrane forming compound conforming to ASTM C309, Type 1. ASTM C309 Type

2 shall be used as specified in PART 3 "Hot Weather Concreting."

B. Curing compound used on floors to be painted, tiled or covered with resilient floor covering

shall be guaranteed not to interfere with application of paint, tile mortar or tile adhesive after a

28-day curing period.

2.05 MISCELLANEOUS ITEMS:

A. Anchor Bolts:

1. Provide all anchor bolts required for complete installation as indicated.

2. Anchor bolts and accessories shall conform to ASTM F1554 Grade 36 as a minimum

unless otherwise specified. 2-1/4-inch diameter anchor bolts shall conform to ASTM

A615, Grade 60 as a minimum. These 2-1/4-inch anchor bolts shall be made from

deformed rebar.

3. Use hexagonal bolts and nuts conforming to ANSI B18.2.1 and B18.2.2.

4. All exposed area of anchor bolts and nuts plus a minimum of 6 inches of embedded

length shall be hot-dip galvanized in accordance with ASTM A123.

5. Set to elevations and alignment indicated, or as required for proper anchorage, with

template and other devices to align and hold bolts in place top and bottom during

placement of concrete.

B. Moisture Barrier:

1. Provide Kraft Paper - Polyethylene Sheet:

a. Water-resistant barrier consisting of heavy Kraft paper and asphalt, glass fiber rein-

forcement and polyethylene film. Layers shall be laminated under heat and

pressure. Perm rating of 0.15 or less per ASTM E96, Procedure A.

b. Manufacturers:

(1) Fortifiber Corporation, Moistop I.

(2) Glas-Kraft Inc., Plybar Plus II.

2. Provide adhesive or tape as recommended by moisture barrier manufacturer.

C. Structural Metals:

1. Steel:

a. Steel shall conform to ASTM A36 unless otherwise specified.

b. Fabricate to conform to American Institute of Steel Construction (AISC)

specifications, codes and standards.



033000-12 033000 - CONCRETE.DOC

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c. Galvanize to conform to ASTM A123 and ASTM A153 after all drilling, bending,

welding or other forms of fabrication have been completed.

D. Perimeter and Under-Slab Insulation: (Rigid Board)

1. Extruded, rigid, closed-cell, expanded polystyrene board conforming to FS HH-I 524,

Type IV, with integral high-density skin, minimum thickness of 2 inches.

2. Manufacturer: Dow Chemical Co. - Styrofoam SM.

E. Concrete Floor Hardener: Concrete floor hardener shall be Lapidolith as manufactured by

Sonneborn Building Products, Minneapolis, Minnesota or Engineer approved equal.

PART 3 - EXECUTION

3.01 PREPARATION FOR CONCRETE PLACEMENT:

A. Openings Through Concrete: Provide openings through concrete as indicated and for the

proper installation of all equipment, piping, wiring, ductwork and similar items, installed under

this contract.

B. Installation of Embedded Items:

1. Provide for accurate installation of embedded items installed under this Contract.

2. Securely fix floor drains in place to prevent floatation while placing concrete. Uniformly

and accurately slope finish floor slab toward the drains.

3. Embedded items shall be as indicated or specified, or as selected by Contractor and

approved by Engineer.

4. Protect pipe sleeves from moisture during cold weather.

5. Grease anchor bolt threads to protect from concrete splatter.

C. Installation of Joints:

1. Construction Joints:

a. Location:

(1) Locate joints, which are not indicated or specified, in conformance with ACI

318.

(2) Obtain Engineer's approval of joints located by Contractor prior to prepara-

tion of reinforcing steel drawings.

b. Preparation and Installation:

(1) Clean and break laitance or other foreign material from bonding surface.



033000 - CONCRETE.DOC 033000-13

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(2) Tighten forms remaining in place (where applicable) to prevent seepage

between forms and hardened concrete.

(3) Provide water stops and shear keys as indicated or specified and as required

in any new construction joint requested by Contractor.

c. Waterstops:

(1) Install in all construction joints where indicated.

(2) Install conforming to manufacturer's printed instructions.

(3) All joints and splices of pvc waterstop shall be 100 percent fused.

(4) Metal waterstops shall be welded with a continuous watertight weld or bolted

with a minimum contact lap of 12 inches.

2. Expansion Joints:

a. Install as indicated.

b. Completely cover the top surface of the joint filler with a polyethelene strip bond

breaker prior to sealing joint.

c. Seal top of expansion joint with joint sealant applied conforming to manufacturer's

instructions. Depth of sealant shall be 1/2 the joint width unless otherwise

indicated. During cold weather protect joint from moisture prior to installation of

joint sealant.

3. Contraction Joints: As specified in this PART "Finishing."

D. Cutting and Bonding to Existing Concrete:

1. Cutting Existing Concrete:

a. Use methods and equipment that will avoid damage to adjacent parts of the

structure from heavy blows or vibration.

b. Cut existing concrete with power concrete saw where possible to prevent spalling

and chipping and to form neat straight edge.

c. Remove all loose or cracked pieces resulting from cutting existing concrete, leaving

only sound, undamaged concrete adjacent to new work.

d. Leave access opening edges with a neat, true grout surface to the opening size

indicated.

e. Cut reinforcing steel with sufficient length remaining (approximately 30-bar

diameters) for bending and lapping into new construction.

2. Bonding to Existing Concrete:



033000-14 033000 - CONCRETE.DOC

03/06/19

a. Roughen concrete by use of a pneumatic chipping hammer or other approved

means.

b. Thoroughly clean the concrete surface and apply the bonding agent. Place the fresh

concrete after the bonding agent becomes tacky.

3.02 PLACING OF CONCRETE:

A. Conventional Placing:


a. Conform to ACI 304.

b. Bonding surfaces shall be clean, free of laitance and foreign materials.

c. Face horizontal bonding surfaces with 1-inch-thick coat of fresh "grout for

bonding." Wet all other surfaces.

d. Place concrete on properly prepared and unfrozen subgrade and only in dewatered

excavation and forms.

e. Use forms for all concrete except where otherwise indicated or specified.

f. Do not place concrete that has partially hardened or has been contaminated by

foreign materials.

g. Prevent mud or foreign materials from entering the concrete or forms during

placement operations.

2. Conveying:

a. Convey concrete from the mixer and deposit in place by methods which will

prevent the segregation or loss of materials.

b. Equipment for chuting, pumping, and pneumatically conveying concrete shall be of

such size and design as to provide a practically continuous flow of concrete at the

delivery end.

c. Aluminum conveying equipment shall not be used.

3. Depositing:

a. Place concrete in continuous horizontal lifts not to exceed 2 feet, and place concrete

against bulkheads and keyways at vertical joints.

b. Maximum free drop of concrete shall be 5 feet in walls 10 inches or less in

thickness with 1-foot additional drop allowed for each inch of wall thickness over

10 inches, with a maximum drop of 10'-0".



033000 - CONCRETE.DOC 033000-15

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c. When moisture barrier is used, keep lapped joints closed and take precautions to

avoid puncturing the barrier.

4. Consolidation of Concrete:

a. Consolidate concrete in conformance with ACI 309. Characteristics and application

of concrete vibrators shall be as set forth in Table 5.1.4.

b. Provide an adequate number of vibrators of sufficient capacity to keep up with the

maximum rate of concrete placement. Keep on hand adequate standby equipment

in good operating condition.

c. Vibrate concrete only until the concrete is thoroughly consolidated and the voids

filled as evidenced by the leveled appearance of the concrete at the exposed surface

and the embedment of the surface aggregate.

d. Insert internal vibrators vertically to the full depth of the layer being placed and into

the previous layer. Do not drag vibrators through the concrete. Insert and withdraw

vibrator slowly with the vibrator running continuously so that no hole will be left in

the concrete. Do not flow concrete from one location to another by use of a

vibrator.

e. Consolidate concrete layer to full depth when using a surface vibrator. Use thinner

layers or more powerful vibrator if necessary to achieve complete consolidation.

f. Vibrate the top 10 feet of drilled shaft foundations.

g. Use form vibrators only where sections are too thin or where sections are

inaccessible for internal vibrators.

5. Time Requirements:

a. Place concrete at a sufficient rate to assure that lifts below have not taken initial set

before fresh concrete is deposited.

b. Place concrete within 45 minutes after mixing. This period may be extended to 1

hour and 30 minutes provided that the combined air temperature, relative humidity

and wind velocity are such that the plasticity of the fresh concrete is satisfactory for

placement and consolidation and that the specified mixing water is not exceeded.

Concrete which has partially set shall not be retempered but shall be discarded.

6. Placing Concrete at Joints:

a. Bed horizontal joints with 1 inch of grout for bonding.

b. Take precautions to ensure tight, well-bonded construction joints with no air

pockets or voids.



033000-16 033000 - CONCRETE.DOC

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c. Take special precautions to avoid bending or displacing waterstop while placing

concrete around it.

d. Delay construction at a joint a minimum of 16 hours where placement is continued

past joint except where otherwise indicated.

B. Underwater Placing of Concrete:


a. Do not place concrete under water except where indicated or authorized in writing

by Engineer.

b. Do not place concrete under water which has a temperature below 40 degrees F or

when there is a flow of water in or out of the form or excavation. Dewatering shall

be prohibited for a minimum of 24 hours after completion of concrete placement.

c. Use concrete mix as specified under PART 2, paragraph 2.01.D.3 "Mix Proportions

for Concrete for Underwater Placing."

d. Design formwork for increased pressure due to the use of retarding admixture.

Clean inside of forms with water jets where necessary to remove mud or debris

from the bottom of sides.

2. Depositing: As specified in Drilled Shaft Foundations - SECTION 03500.

C. Mass Concrete:


a. Mass concrete shall comply with requirements of this specification, unless

otherwise specified in this section or in Contract Documents.

(1) Unless otherwise specified, the following criteria shall apply for mass

concrete placements:

(a) The maximum temperature in concrete after placement shall not

exceed 155°F; and

(b) The maximum temperature difference between center and surface of

placement shall not exceed 35°F.

b. Mass concrete is defined as follows:

(1) A placement of structural concrete with a minimum dimension equal to or

greater than 4 ft.

(2) Concrete placements that contain Type III cement, accelerating admixtures,

or cementitious materials in excess of 660lb/yd3 of concrete.

(3) Placements that trap heat.



033000 - CONCRETE.DOC 033000-17

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c. Submittals - Comply with above specification and, unless otherwise specified,

submit a thermal control plan for each mass concrete placement. The adiabatic

temperature rise (ATR) of concrete and temperature differences may be predicted

using simple methods or specifically-designed software. Unless otherwise specified

or permitted, the thermal control plan shall include following items:

(1) Concrete mixture proportions;

(2) Calculated or measured adiabatic temperature rise of concrete;

(3) Upper limit for concrete temperature at time of placement;

(4) Description of specific measures and equipment that will be used to ensure

maximum temperature in placement will not exceed specified maximum

temperature limit;

(5) Calculated maximum temperature in placement based on expected conditions

at time of placement and use of proposed measures to control temperatures;

(6) Description of specific measures and equipment that will be used to ensure

temperature difference will not exceed specified temperature difference limit;

(7) Calculated maximum temperature difference in placement based on expected

conditions at time of placement and use of proposed measures to control

temperature differences;

(8) Method used to predict ATR and temperature differential and to which mass

concrete it applies;

(9) If simple methods are used to predict ATR and temperature differential

provide copies of all calculations and copies of all all graphs, and charts

used;

(10) If specifically designed software is used to predict ATR and temperature

differential provide all assumptions and all program inputs used;

(11) Description of curing procedures, including materials and methods, and

curing duration; and

(12) Description of formwork removal procedures to ensure temperature

difference at temporarily exposed surface will not exceed temperature

difference limit, and how curing will be maintained;

d. If concrete design mixture is changed, thermal control plan must be updated.

2. Execution:



033000-18 033000 - CONCRETE.DOC

03/06/19

a. Unless otherwise specified, cure and protect concrete in accordance with 3.04 for a

minimum of 7 days.

b. Unless otherwise specified or permitted, preserve moisture by maintaining forms in

place. For surfaces not in contact with forms, apply one of the procedures specified

in 3.04. Unless otherwise specified, do not use water curing.

c. Control of concrete temperature—Unless otherwise specified, control concrete

temperature and temperature difference within concrete from time the concrete is

placed until time internal temperature has cooled from its maximum so the

difference between average daily ambient and internal temperatures at time of

protection removal is less than specified temperature difference limit.

3.03 FINISHING:

A. Unformed Surfaces:

1. Screed Finish:

a. Use as first stage for all concrete finishes.

b. Use as final finish on surfaces that will be covered by additional concrete, grout

placement, mortar setting bed except as otherwise specified, or earth backfill.

c. Immediately after screeding, use a wood float, darby or bullfloat to eliminate high

and low spots and to embed large aggregate. This shall be done in a manner to

produce even, uniform surfaces so that surface irregularities do not exceed 3/8-inch

in 10 feet when used as final finish.

2. Floated Finish:

a. Use as second stage of broomed, troweled or magnesium-troweled finish.

b. Float with mechanical float. Hand floating will be permitted only in areas

inaccessible to mechanical float.

c. On surfaces not to receive troweled or magnesium-troweled finish, finish with wood

or cork float after mechanical floating to a true uniform surface so that surface

irregularities do not exceed 1/8-inch in 10 feet, except at floor drains.

3. Broomed Finish:

a. Use as final finish on all outdoor slabs including door stoops and equipment pads.

b. After floated finish draw a stiff bristle broom across the surface making uniform

corrugations, perpendicular to the direction of traffic, not more than 1/16-inch deep.

4. Troweled Finish:



033000 - CONCRETE.DOC 033000-19

03/06/19

a. Use as final finish on inside floors and on all other unformed surface not otherwise

indicated or specified.

b. Trowel with steel trowel, mechanical or hand, to obtain a smooth, dense finish. The

final troweling shall be done after the concrete has become hard enough so that no

mortar adheres to the edge of trowel and a ringing sound is produced as the trowel

passes over the surface.

c. Do not trowel before surface water has evaporated or been removed with a

squeegee.

d. Finish to a true uniform surface so that surface irregularities do not exceed 1/8-inch

in 10 feet, except at floor drains.

e. Do not add sand or cement to the floor surface.

5. Magnesium-Troweled Finish:

a. Perform as specified for "Troweled Finish" except use a magnesium trowel by hand

instead of a steel trowel to obtain a dense, but not slick, finish.

b. Use where floor will receive protective coating after curing.

6. Concrete Floor Hardener:

a. Furnish and install concrete floor hardener where indicated.

b. Contractor shall apply in strict accordance with the manufacturer written

recommendations.

c. Apply Lapidolith in three (3) applications. Coverage shall be 100 square feet per

gallon.

d. Contractor shall apply the hardener as soon as possible after placement of concrete

to prevent concrete damage during construction.

7. Stair-Tread Finish:

a. Apply to all interior and exterior concrete stair treads and landings that do not have

abrasive nosings.

b. Spread fine abrasive aggregate uniformly on concrete before it has set, in the

amount not less than 1/4-pound aggregate per square foot, and steel trowel into

surface of concrete.

c. Expose abrasive aggregate slightly by rubbing with an abrasive brush after concrete

finish has set and cured.

d. Aggregate and application shall conform to Specification "A" of the Norton

Company.



033000-20 033000 - CONCRETE.DOC

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8. Contraction Joints:

a. Locate as indicated.

b. Maintain true alignment with straightedge.

c. Joints shall be grooved except where sawed joints or preformed joints are indicated.

d. Grooved Joints:

(1) Perform during the finishing process.

(2) Width of groove shall not exceed 1/4-inch.

(3) Depth of groove shall be at least 1 inch.

e. Sawed Joints:

(1) Cut joints with power blade as soon as concrete surface is firm enough to

resist tearing or damage by the blade and before random shrinkage cracks

can occur. (Usually required 4 to 12 hours after finishing.)

(2) Make joints approximately 1/8-inch wide with depth as indicated.

(3) Seal with the same type sealant specified for expansion joint sealant.

f. Install preformed joints as recommended by manufacturer.

B. Formed Surfaces:

1. Repair surface defects as specified in this PART "Repair of Defective Surfaces," except

for surfaces against which fill material or concrete is to be placed.

2. Stoned Finish:

a. Use as a final finish on all formed surfaces that will be exposed to view after all

work has been completed.

b. To obtain surface finish, patch defective surfaces immediately upon removal of

forms with mortar as specified in this PART "Repair of Defective Surfaces."

c. Immediately before starting this work, keep concrete thoroughly saturated with

water for a minimum period of three hours.

d. Rub surfaces to be finished with a medium coarse carborundum stone, using a small

amount of mortar on its face. The mortar shall be composed of cement and fine

sand mixed in proportions used in the concrete being finished. Continue rubbing

until all form marks, projections and irregularities have been removed, all voids

filled, and a uniform surface has been obtained. Leave paste produced by this

rubbing in place at this time.



033000 - CONCRETE.DOC 033000-21

03/06/19

e. After all concrete above the surface being treated has been cast, obtain final finish

by rubbing with a fine carborundum stone and water. Continue rubbing until the

entire surface is of a smooth texture and uniform color.

f. After the final rubbing is completed and the surface has dried, rub with burlap to

remove loose powder and unsound patches, paste, and objectionable marks.

g. Cure as specified in this PART "Curing."

C. Repair of Defective Surfaces:

1. Defined as any concrete surface showing misalignment, rock pockets, poor joints, holes

from ties, voids, honeycomb, or any other defective area.

2. Repairing:

a. Repair as soon as forms have been removed.

b. Chip surface back to minimum depth of 1/2-inch, chip edges perpendicular to

surface, prewet depression and brush with neat cement immediately before

patching.

c. Patch surfaces using stiff mortar with same sand-cement ratio as original concrete

and with minimum water for placing. Blend with white cement to match concrete

color.

d. Compact mortar into depressions so that after curing, hole is filled and mortar is

flush with surface. Use hammer and ramming rod for compacting the holes.

e. Moist-cure for three days or use curing compound.

f. Engineer shall be notified of areas containing major defects or where reinforcing

steel is exposed prior to determination of repair method.

3.04 CURING: Cure all concrete by one of the following methods:

A. Leaving in forms for a minimum of seven days. Keep formwork wet to prevent drying of

concrete surfaces.

B. Use of saturated bats, soaker hoses, or sprinkler for a minimum of seven days. Keep concrete

continuously wet.

C. Using one coat of a liquid membrane forming compound conforming to ASTM C309, Type 1.

Apply immediately after removal of forms (which have been continuously wet); or in case of a

slab, after the concrete has been finished and is hardened sufficiently to walk on.

D. Using polyethylene sheets applied in full contact with surfaces.



033000-22 033000 - CONCRETE.DOC

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E. Curing of concrete during hot or cold weather shall conform to this PART "Hot Weather

Concreting" and "Cold Weather Concreting."

3.05 HOT WEATHER CONCRETING:

A. When the temperature is 90 degrees F or above, or is likely to rise above 90 degrees F within

the 24-hour period after concrete placement; or when there is any combination of high air

temperature, low relative humidity and wind velocity which would impair concrete strength or

quality, follow the recommendations of ACI 305.

B. Concrete shall have a maximum temperature of 90 degrees F during placement.

C. Dampen subgrade and forms with cool water immediately prior to placement of concrete.

D. Protect freshly placed concrete immediately after placement so that the rate of evaporation as

determined by ACI 305 (Figure 2.1.5) does not exceed 0.2-pound per square foot per hour.

E. Protect concrete with suitable insulation if rapidly decreasing nighttime temperatures occur,

which would cause thermal shock to concrete placed during warm daytime temperatures.

F. Protect the concrete with temporary wet covering during any appreciable delay between

placement and finishing.

G. Begin curing unformed surfaces immediately after finishing and continue for 24 hours. Curing

shall consist of application and maintenance of water saturated material to all exposed

surfaces; horizontal, vertical and otherwise. After the 24-hour interval, continue curing, using

one of the following methods:

1. Moist curing for six days.

2. Application of one coat of curing compound conforming to ASTM C309, Type 2.

3. Application and maintenance of curing paper or heat-reflecting plastic sheets for six more

days.

H. Begin curing formed concrete immediately after placing. Curing shall consist of keeping

forms continuously wet for 24 hours. Thereafter, continue curing using one of the following

methods:

1. Loosen forms and position soaker hose so that water runs down along concrete surfaces.

Continue for six days.

2. Strip forms and apply curing compound conforming to ASTM C309, Type 2. Do not

allow concrete surfaces to dry prior to application of curing compound.

3.06 COLD WEATHER CONCRETING:



033000 - CONCRETE.DOC 033000-23

03/06/19

A. When the temperature is 40 degrees F or is likely to fall below 40 degrees F during the 24-hour

period after concrete placement, follow the recommendations of ACI 306 to prevent loss of

concrete strength or quality.

B. Minimum temperature for concrete as mixed shall be as indicated on lines 2, 3 and 4 of Table

1.4.1 of ACI 306. Maximum temperature for concrete as mixed shall be 10 degrees F greater

than the corresponding minimum temperature.

C. Place and maintain concrete so that its temperature is never less than the temperature indicated

on line 1 of Table 1.4.1 of ACI 306. Maintain the required temperature for the time duration

indicated on Table 1.4.2 of ACI 306.

D. Monitor temperature of concrete in place at corners or edges of formwork as applicable.

E. Do not expose concrete to carbon monoxide or carbon dioxide fumes from heaters or engines.

Oil or coke burning salamanders will not be permitted. Personnel shall be present at all times

to maintain safe, continuous operation of heating system.

F. Control temperature and humidity of protected concrete so that excessive drying of concrete

surfaces does not occur.

G. Calcium chloride will not be permitted as a concrete accelerator or to thaw frozen subgrade

prior to concrete placement.

H. The maximum allowable temperature drop during the first 24-hour period after protection is

discontinued shall be as indicated on line 5 of Table 1.4.1 of ACI 306.

3.07 LOW STRENGTH CONCRETE:

A. Low-Strength Concrete:

1. Defined as concrete whose 28-day test (average of two cylinder breaks) is less than the

minimum 28-day strength required.

2. Remove and replace with acceptable concrete when the quality and location of the

low-strength concrete is such that Engineer considers the strength or durability of the

structure is impaired and so orders.

B. Potentially Low-Strength Concrete: Defined as concrete whose 7-day test is less than 70

percent of the specified minimum 28-day compressive strength.

C. Construction delays caused by low-strength or potentially low-strength concrete shall not

relieve Contractor from responsibility for late completion even though extensions of time may

be granted.



033000-24 033000 - CONCRETE.DOC

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3.08 TESTING:

A. Field Testing of Concrete and Making of Concrete Test Cylinders:

1. Field testing shall be performed by an ACI Concrete Field Testing Technician Grade 1.

2. Contractor shall furnish test equipment, test cylinder molds, and trained personnel to

perform all required field tests, make the required concrete test cylinders and deliver test

cylinders to the testing laboratory. The prescribed tests shall be made in the presence of

or with the concurrence of the Owner.

3. Concrete sampling for tests and cylinder making shall be done conforming to ASTM

C172.

4. Perform the following tests:

a. Prepare test cylinders conforming to ASTM C31, with not less than one set of

cylinders (four cylinders) from each day's placement for each 50 cubic yards or

fraction thereof.

b. Slump Test conforming to ASTM C143.

c. Air Content Test conforming to ASTM C231.

d. Discard concrete used for slump and air tests.

e. Slump and Air Test results shall be furnished to the Testing Laboratory for

inclusion in the Cylinder Test Reports.

B. Laboratory Testing of Concrete During Construction:

1. An independent testing laboratory will be selected and paid by the Contractor to perform

the required laboratory tests and statistical evaluations of concrete being used in the

work.

2. Laboratory will cure and test concrete cylinders conforming to ASTM C192 and C39,

testing one cylinder at seven days of age and two at 28 days of age. The remaining

cylinder will be held to verify test results, if needed.

3. Contractor shall have the right to observe all phases of concrete cylinder curing and

testing. Should Contractor observe any deviations from the prescribed testing procedures

that he considers detrimental to concrete strength test results, he shall immediately notify

Owner in writing.

4. The Contractor shall make arrangements with the testing laboratory to receive copies of

test reports. The cost of providing a maximum of two copies of each report will be paid

by the Owner.



033000 - CONCRETE.DOC 033000-25

03/06/19

5. Should the statistical data indicate an unacceptable combination of average strength and

standard deviation, Contractor shall take immediate corrective action.

6. Should the statistical data indicate an excessive margin of safety, the concrete mix may

be modified subject to Owner's approval.



312000 - SITE PREPARATION AND EARTHWORK312000-1 11/21/18

SECTION 312000 - SITE PREPARATION AND EARTHWORK

PART 1 - GENERAL

1.01 DESCRIPTION:

A. This Section includes earthwork activities related to site preparation and installation of

structures, drainage pipes, and underground electric utilities, including:

1. Clearing and Grubbing.

2. Disposal of Waste Materials.

3. Stripping.

4. Excavation and Trenching.

5. Stockpiling.

6. Embankment.

7. Site Grading.

8. Subgrade Preparation.

9. Backfilling.

10. Borrow.

11. Granular Fill.

12. Soil Sterilant.

13. Topsoiling.

14. Riprap.

15. Measurement.

16. Maintenance and Repair.


1. Drainage Piping: SECTION 334600.

2. Storm Drainage System: SECTION 334100.

3. Concrete: 031000, 032000, 033000.

C. Definitions:

1. Backfilling: Material placed in an excavation for a structure or in a trench for

underground utilities.

2. Borrow: Earth materials obtained from sources other than excavations or stockpiles

within the area to be graded by Contractor.

3. Clearing: The removal of trees, shrubs, and other vegetation above the existing grade

surface.


SECTION 312000 - SITE PREPARATION AND EARTHWORK: continued

312000-2312000 - SITE PREPARATION AND EARTHWORK

11/21/18

4. Demolition: The removal of improvements without regard to class and type of

construction or material.

5. Excavation: Material removed (cut) below the elevation of the stripped ground surface,

or material removed for trenching or structure foundations.

6. Embankment: Material placed above the elevation of the original (existing) ground

surface after stripping.

7. Grubbing: The removal of roots, shrubs, and other vegetation to a depth below the

ground surface.

8. Stabilize: Placement of sod, seed, riprap or crushed rock in order to prevent the erosion

of soil.

9. Stripping: Excavation of an overlying layer of material to expose material of a different

type, use, or class.

10. Subgrade: The surface layer of earth on which structures, pavements, rock surfacing, or

other surfacing materials, except topsoil, are to be placed.

11. Topsoil: The final surface layer of earth material intended to support vegetation.

1.02 REFERENCES:



a. C33 – Standard Specification for Concrete Aggregates

b. C88 – Standard Test Method for Soundness of Aggregates by Use of Sodium

Sulfate or Magnesium Sulfate

c. C131 - Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and

Impact in the Los Angeles Machine.

d. D698 – Standard Test Methods for Laboratory Compaction Characteristics of Soil

Using Standard Effort

e. D1556 - Density and Unit Weight of Soil In Place by Sand Cone Method.

f. D2167 - Test for Density and Unit Weight of Soil In-Place by the Rubber Balloon

Method.

g. D3017 - Test Method for Moisture Content of Soil and Rock In Place by Nuclear

Methods (Shallow Depth).

h. D4253 - Test Method for Maximum Index Density and Unit Weight of Soils Using

a Vibratory Table.



312000 - SITE PREPARATION AND EARTHWORK 11/21/18

i. D4254 - Test Method for Minimum Index Density and Unit Weight of Soils and

Calculation of Relative Density.

j. D4318 – Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity

Index of Soils.

k. D4546 - One-Dimensional Swell/Settlement Potential of Cohesive Soils.

l. D6938 – Standard Test Method for In-Place Density and Water Content of Soil and

Soil-Aggregate by Nuclear Methods(Shallow Depth).

B. Sampling and Testing:

1. Owner will, through the services of an independent commercial laboratory, perform all

testing of Owner-furnished materials.

2. Tests to determine conformance with all requirements of this specification for quality and

properties of all Contractor-secured materials, including borrow materials (both on or off-

site) proposed for use, shall be performed by an independent, commercial laboratory

retained and compensated by the Contractor.

3. Copies of reports and certificates regarding tests and inspection of equipment, materials

and completed Work shall be distributed to Owner. Furnish specific schedule for

sampling to provide Owner with the opportunity to observe sampling.

1.03 SUBMITTALS:

A. Includes, but not limited to manufacturer's certification of materials compliance with the

specifications.

1.04 JOB CONDITIONS:

A. Lines and grades shall be as indicated. Contractor to furnish bench marks and property

monuments as indicated. Contractor shall use these benchmarks and reference points and any

other points that Contractor may have to establish the layout and construct the work properly.

B. Carefully maintain all bench marks and monuments and replace as directed if disturbed or

destroyed at no additional cost to Owner.

C. Disposition of Existing Facilities, Structures and Property:

1. Adequately protect from damage all existing utilities, structures and property and remove

or relocate only as indicated, specified or as directed by Owner.




11/21/18

2. It shall be the Contractor's responsibility to have existing underground utilities located

and verified prior to earth moving activities.

3. Report inactive and abandoned utilities encountered in excavating and grading

operations. Remove, plug, or cap as directed by Owner.

D. Protection of Trees: Protect tops, trunks, and roots of existing trees on project site and borrow

sites which are to remain, as follows:

1. Box, fence around, or otherwise protect trees before any construction work is started.

2. Do not permit heavy equipment or stockpiles within branch spread.

3. Trim or prune to obtain working space in lieu of complete removal when possible.

Conduct operation as follows:

a. With experienced personnel.

b. Conform with good horticultural practice.

c. Preserve natural shape and character.

d. Protect cuts with approved tree paint.

4. Grade around trees as follows:

a. Trenching: Where trenching is required around trees which are to remain avoid

cutting the tree roots by careful hand tunneling under or around the roots. Avoid

injury to or prolonged exposure of roots.

b. Raising Grades: Where existing grade at a tree is below the new finished grade and

fill not exceeding 16 inches is required, place 1 to 2 inches of clean, washed gravel

directly around the tree trunk. Extend gravel out from trunk on all sides at least 18

inches and finish 2 inches above finished grade at tree. Install gravel before earth

fill is placed. Do not leave new earth fill in contact with any tree trunks.

c. Lowering Grades: Regrade by hand to elevation required around existing trees in

areas where new finished grade is to be lower. As required, cut the roots cleanly 3

inches below finished grade, and cover scars with tree paint.

5. Remove and grub when damage occurs and survival is doubtful.

6. Replace with similar item when damaged through carelessness and so requested.

E. Environmental Protection:

1. It is mandatory that the Contractor employ construction methods and techniques that will

result in the least detrimental impact upon the environment. Actions taken by the

Contractor shall include, but are not limited to the following:




a. Erosion and Sediment Control plans shall be implemented as indicated on plan

drawings.

b. Contractor shall furnish, install, construct, and maintain temporary erosion and

sediment control measures to control erosion and minimize the siltation of

intermittent streams and the pollution of private properties. Temporary erosion and

sediment control measures shall be constructed in substantial compliance with local,

state, federal, and jurisdictional agencies regulation and shall be maintained until

completion of Contract.

c. During dry and windy weather conditions, watering trucks shall be used to lessen

wind erosion and dusting problems on areas not surfaced with turf or crushed rock

that are subject to wind erosion.

d. Contractor shall repair ruts before leaving the area. At the conclusion of each

working day the site shall be left in a condition to prevent soil erosion due to a

possible rainfall event.

e. Areas that are damaged by construction activities shall be regraded to their original

condition and resurfaced as specified or as directed at no extra cost to Owner.

f. Care should be taken to avoid oil or fuel spills and other pollution. Areas polluted

shall be cleaned and restored to their original condition at no extra cost to Owner.

g. If items or areas of possible archaeological interest are uncovered during

construction, Contractor shall notify Owner immediately.

h. The removal of trees and other vegetation on the project site shall be limited to that

required by the new grading as indicated.

PART 2 - PRODUCTS AND EXECUTION

2.01 CLEARING AND GRUBBING:

A. Clear and grub all areas where earthwork is to be performed, including borrow areas, and any

other areas beyond the earthwork limits where indicated.

B. Clearing:

1. Clearing includes felling and disposal of trees, brush, and all other vegetation found on or

above the existing ground surface inside the clearing limits.

2. Remove existing fence within the limits of clearing. Store fence materials for

reinstallation as indicated.




11/21/18

3. Conduct work in a manner to prevent damage to property and to provide for the safety of

employees and others.

4. Keep operations within construction limits indicated.

C. Grubbing:

1. Grubbing includes the removal and disposal of all tree stumps and roots where

embankment is to be placed and when the excavated material is to be used as

embankment. Removal and disposal of tree stumps and roots larger than 3 inches in

diameter will be required at all other locations.

2. Backfill all excavated depressions with approved material and grade to drain.

D. Disposal of Debris:

1. Dispose of debris from clearing and grubbing at a location off the jobsite, as arranged for

by Contractor, at no additional cost to Owner.

2. Contractor may claim and salvage any timber or other debris which he may consider of

value with permission from Owner, but shall not delay in any manner either this contract

or other work with salvaging operations.

2.02 DISPOSAL OF WASTE MATERIALS:

A. Waste Materials:

1. Waste material includes all excess suitable materials and materials unsuitable for use in

the Work.

2. Remove unsuitable materials from work area as excavated.

3. Dispose of waste materials off the jobsite, at a location arranged for by the Contractor, at

no additional cost to Owner.

2.03 STRIPPING:

A. Stripping shall consist of scraping areas clean of all brush, grass, weeds, roots and other

materials.

B. Remove topsoil from areas within limits of excavation, trenching, borrow and areas designated

to receive embankment.

C. Strip to a minimum depth of 6 inches, but to a sufficient depth to remove excessive roots in

heavy vegetation, unsuitable material, or brush areas and as required to remove all soil

containing organic material or segregate topsoil.




D. Stockpile topsoil where it will not interfere with construction operations or existing facilities

operations. Stockpiled topsoil shall be reasonably free of subsoil, debris, and stones larger

than 3-inch diameter.

E. Dispose of waste at a location off the jobsite, as arranged for by the Contractor, at no

additional cost to Owner; or on site at locations approved by Owner.

2.04 EXCAVATION AND TRENCHING:

A. General:

1. Excavate all materials found within the limits for excavation.

2. Perform excavation by any recognized method of good practice to complete the job in the

most expeditious manner in conformance with specified requirements.

3. Take precautions to ensure no damage to existing facilities or equipment, or other work.

4. All materials encountered, regardless of type, character composition and condition

thereof, shall be considered "unclassified" for the purpose of payment. Determine

quantity of various materials to be excavated prior to submitting Proposal. Rock

encountered shall be handled at no additional cost to Owner.

5. Blasting will not be allowed.

B. Structures:

1. Make excavation area adequate to permit efficient erection and removal of forms and to

provide minimum clearances for backfilling around structure as required to meet

specified compaction.

2. Trim to neat lines where details call for concrete to be deposited against earth.

3. Excavate by hand in areas where space and access will not permit use of machines.

4. Notify Owner immediately when excavation has reached the depth indicated.

5. Where rock is encountered in a portion of a structural excavation and a nonrock material

is encountered in an adjacent area of the same structural excavation, remove the rock to a

minimum of 18 inches below the depth indicated for the structure's base and replace with

embankment material as specified.

6. Restore overexcavation as follows at no extra cost to Owner:

a. For mat or slab foundations, with granular fill.

b. For drilled shafts, with concrete.

C. Trench Side Walls:




11/21/18

1. Make vertical or slope within specified trench width limitations below a horizontal plane

12 inches above top of pipe.

2. Make vertical or sloped (stepped) as required for stability, above a horizontal plane 12

inches above top of pipe.

3. Excavate without undercutting.

D. Trench Depth:

1. Ground Wires and Electrical Conduits:

a. Remove material required for alignment and elevation, or minimum depth of

installation.

2. Drainage Pipes:

a. Depth shall be sufficient to provide the minimum bedding requirements for the pipe

being placed.

b. Do not exceed that indicated where conditions of bottom are satisfactory.

c. Increase depth as necessary to remove unsuitable supporting materials. Unsuitable

materials shall be defined as mud, frozen earth, and material that is not free of

debris, roots, organic matter, refuse, ashes, and cinders.

E. Trench Bottom:

1. Protect and maintain when suitable natural materials are encountered.

2. Remove rock fragments and materials disturbed during excavation or dislodged from

trench walls.

F. Trench Width:

1. Excavate trench to a width which will permit satisfactory work clearances and thorough

tamping of the bedding.

2. For single pipe installation maintain trench widths below a plane 12 inches above top of

pipe as follows:

3. Above plane defined in (b), no maximum limit.

Trench Width Nominal Pipe Size Minimum Maximum

Less Than 24”

Pipe od + 1’

Pipe od + 2’

24” to 60” Pipe od + 2’ Pipe od + 4’




4. Maximum trench width limitations shall apply beginning 3 feet from manhole or

structure walls.

5. Maximum width shall be as near the minimum specified as can be controlled by

construction equipment and methods utilized.

6. Correct when overexcavated at no additional cost to Owner.

a. Restore overexcavation with granular fill.

b. Obtain approval of Owner before proceeding.

G. Trenching in Embankment Areas: Perform after compacted embankment has reached an

elevation of not less than one foot above the top of the pipe.

H. Sheeting and Bracing: Use where required by the specifications or drawings and where

resulting slopes from excavation or trenching might endanger in-place or proposed structures

or utilities.

I. Dewatering:

1. Dewatering:

a. Control grading around excavations to prevent surface water from flowing into

excavation areas.

b. Drain or pump as required to continually maintain, including days not normally

worked, all excavations free of water or mud from any source, and discharge to

approved drains or channels. Commence when water first appears and continue as

required to keep excavation free of standing water during entire time excavation is

open.

c. Use pumps of adequate capacity to ensure rapid drainage of area, and construct and

use drainage channels and subdrains with sumps as required by quantity of inflow.

d. When water is found in the excavation due to Contractor negligence, remove

unsuitable excessively wet subgrade materials and replace with approved

compacted embankment material as directed by Owner and at no additional cost to

Owner.

2.05 STOCKPILING:

A. Stockpile in amounts sufficient for and in a manner to segregate materials suitable for the

following:

1. Topsoiling.




11/21/18

2. Constructing embankments.

3. Waste only.

B. Do not obstruct or prevent access to the following:

1. Roads and driveways.

2. Utility control devices.

3. Ditches or natural drainage channels.

4. Material storage (lay-down) areas.

5. Indicated utility lines and poles.

6. Railroads.

7. Waste and borrow areas.

C. Perform in a manner to avoid endangering the work, stability of banks or structures, or health

of trees and shrubs to be saved.

D. Maintain safe distance between toe of stockpile and edge of excavation or trench.

E. Stockpile in other areas or off site when adjacent structures, easement limitations, or other

restrictions prohibit sufficient storage adjacent to the Work. Off-site areas shall be arranged

for by Contractor at no additional cost to Owner.

2.06 EMBANKMENT:

A. General:

1. The construction of embankment shall consist of obtaining suitable materials and placing

these materials in compacted lifts.

2. Suitable embankment materials include material from excavations and borrow areas that

is free of debris, roots, organic matter, refuse, ashes, cinders, frozen earth and which is

free of rock with any dimension greater than one-half the specified loose layer thickness.

3. Unsuitable embankment materials include material that does not conform to the above or

other materials that are determined by Engineer as too wet or otherwise unsuitable for

providing a stable earth structure.

4. That portion of material passing the No. 40 sieve shall have a liquid limit not exceeding

40 and a plastic index not exceeding 25 when tested in accordance with ASTM D4318.

5. Place fill material only on ground surfaces which conforms to the following:

a. Scarified to 6 inches deep prior to placement of first lift.

b. Compacted prior to placement of second or succeeding lifts.

c. Wetted or dried as required to obtain correct moisture content.




6. All slopes on fills shall be constructed 1 foot wider than indicated and then dressed to the

final grade.

B. Earthen (Cohesive) Embankment:

1. Material shall be friable sandy or silty clay containing sufficient fine material to provide a

dense mass free of voids when compacted. When impact compacted, these materials will

produce a well-defined moisture-density relationship curve.

2. Material shall not contain more than 10 percent by volume of rock and gravel and not

contain particles with maximum dimension greater than one-half the depth of the layer to

be compacted.

C. Sand and Gravel (Cohesionless) Embankment:

1. Include gravels, gravel-sand mixtures, sands and gravelly sands exclusive of clayey and

silty components. These materials have the following properties:

a. Free-draining.

b. Impact compaction will not produce a well-defined moisture-density relationship

curve.

c. The maximum density by impact methods will generally be less than by vibratory

methods.

D. Placement:

1. Place to the contours and elevations indicated.

2. Place embankment material in 12-inch maximum layers (uncompacted depth).

3. Obtain materials for embankment construction in the following order of priority:

a. From on-site excavation.

b. From borrow areas secured by the Contractor.

4. If the slope bounding the embankment area is steeper than six horizontal to one vertical,

step existing grade prior to placing material.

5. Perform wetting or drying of embankment material as required to obtain specified

density. The moisture content at time of placement shall be within the following

specified range:

Lower Limit: 3 percent below optimum moisture content.

Upper Limit: 1 percent above optimum moisture content.

Moisture content shall be determined by ASTM D698.

6. Do not place snow, ice or frozen earth in embankment and do not place embankment on a

frozen surface.




11/21/18

7. Prior to constructing embankment, the ground surface shall be proof rolled with a

medium weight roller or other suitable equipment. Contractor shall identify the location

of soft or yielding materials.

8. Place embankment material only on ground surfaces which conforms to the following:

a. Scarified to 6 inches deep prior to placement of first lift.

b. Compacted prior to placement of second or succeeding lifts.

c. Wetted or dried as required to obtain correct moisture content.

d. Soft spots overexcavated and compacted as specified.

e. Approved by Owner.

9. All slopes and embankments shall be constructed 1 foot wider than indicated and then

dressed to final grade.

E. Compaction:

1. Cohesive material and cohesionless material smaller than the No. 4 sieve in embankment

shall be compacted to 95 percent of the maximum dry density as determined by ASTM

D698.

2. Cohesionless material in embankment shall be compacted to 85 percent of relative

density as determined by ASTM D4253 and D4254.

3. Obtain compaction specified by normal methods and equipment.

4. Embankment failing to meet specified densities shall be removed or scarified and

recompacted to meet specified densities.

5. Exercise caution in the use of heavy equipment in areas adjacent to existing structures.

6. The method of in-place compaction testing shall be in accordance with ASTM D2167,

D2922 or D3017 at Engineer's option.

7. Frequency of compaction (density and moisture content) testing shall be as follows:

a. At least one test for every lift or 1000 cubic yards, whichever occurs first, of

material placed in a mass embankment.

b. At least one test every 100 feet per lift along access road.

c. At least one test for every 200 cubic yards of material placed in trenches or around

structures.

d. At least one test for every shift of compaction operation on a mass embankment.

e. At least one test when Owner suspects the quality of moisture control or

effectiveness of compaction.




2.07 SITE GRADING:

A. Excavate, construct embankments, and rough grade to bring project area to subgrades as

follows:

1. To underside of respective surfacing or base course for surfaced areas as indicated.

2. As indicated on grading sections for seeded areas, ditches and slopes.

B. Finish Grading:

1. Grade and compact all areas within the project, including excavated and filled sections,

and adjacent transition areas reasonably smooth and free from irregular surface changes.

2. Degree of finish shall be that ordinarily obtained from blade grader or scraper operations,

except as otherwise specified.

3. Finished subgrades for roads and surfaced areas shall not be lower than indicated, nor

higher than 0.1-foot above that indicated.

4. Finish all ditches and swales to drain readily.

5. Provide roundings at top and bottom of banks and at other breaks in grade.

2.08 SUBGRADE PREPARATION:

A. General:

1. Excavate or construct embankment as specified and as required to construct subgrades to

the elevations and grades indicated.

2. Remove all unsuitable material and replace with approved embankment material, and

perform all wetting, drying, shaping, and compacting required to prepare a suitable

subgrade. Unsuitable material is defined under "EMBANKMENT," this Section.

B. Subgrade for Slab Foundations, Roadways, Drives, Parking Areas and Areas to be Surfaced

with Crushed Rock:

1. Extend subgrade the full width of the surfaced area plus, where possible, one foot outside

the edges of the overlying course to be placed.

2. Perform wetting or drying of subgrade material as required to obtain specified density.

The moisture content at time of placement shall be within the following specified range:




3. Compact subgrade as follows:




11/21/18

a. Cohesive material and cohesionless material smaller than the No. 4 sieve shall be

compacted to 95 percent of maximum dry density as determined by ASTM D698.

b. Cohesionless material shall be compacted to 85 percent of relative density as

determined by ASTM D4253 and D4254.

c. The method of in place compaction testing shall be in accordance with ASTM

D2167, D6938 or D3017 at Engineer's option.

d. Frequency of compaction (density and moisture content) testing shall be as follows:

(1) At least one test for every 2,500 square feet in substation yard.

(2) At least one test every 100 feet along access road.

(3) At least one test when Engineer suspects the quality of moisture control or

effectiveness of compaction.

2.09 BACKFILLING:

A. Refers to material used in the backfilling of trenches and around structures.

B. Includes suitable approved material from excavations and borrow area(s).

C. Shall be friable sandy or silty clay containing fine material sufficient to provide a dense mass

free of voids and capable of satisfactory compaction.

D. Shall be free of roots or other organic matter, refuse, cinders ice, snow, frozen earth or other

unsuitable matter.

E. Do not use material containing gravel, stones, or shale particles with any dimension greater

than one-half the specified loose layer thickness.

F. Perform wetting or drying of backfill material as required to obtain specified density. The

moisture content at time of placement shall be within the following specified range:




G. Compaction:

1. Cohesive material and cohesionless material smaller than the No. 4 sieve in embankment

shall be compacted to 90 percent of the maximum dry density as determined by ASTM

D698.

2. Cohesionless material in embankment shall be compacted to 70 percent of relative

density as determined by ASTM D698.

H. Trenches:




1. Place backfill to the elevations indicated in lifts no greater than 8-inches (uncompacted

depth).

2. Do not place on frozen earth.

3. Backfill storm drainage pipes in 6-inch lifts deposited alternately on opposite sides of

pipe to a plane 12-inch above pipe.

4. Obtain compaction specified by normal methods and equipment without flooding.

5. Complete promptly after approval to proceed.

6. Backfill failing to meet specified densities shall be removed or scarified and recompacted

to meet specified densities.

I. Structures: Perform as specified for "Trenches" and as follows:

1. Backfill only after concrete has attained 70 percent of its design strength.

2. Backfill adjacent to structure(s) only after, in the opinion of the Engineer, a sufficient

portion of the structure has been completed to resist the imposed load.

3. Remove all forms and debris from excavation prior to placing backfill.

4. Backfill within one foot of structure to be free of gravel, rock or shale particles larger

than 2 inches.

5. Perform backfilling simultaneously on all sides of structure.

6. Exercise caution in the use of heavy equipment in areas adjacent to structure.

2.10 BORROW:

A. Borrow materials refers to all embankment materials and topsoil obtained from approved

locations either on or off the jobsite.

B. Borrow material shall be as described for Earthen (Cohesive) Embankment under

"Embankment" this Section.

C. Borrow shall include all clearing, grubbing, excavating, handling, and final disposal of

materials as specified. Borrow, if required, to bring embankment areas to the lines and grades

indicated, shall be furnished by the Contractor, as specified, without additional compensation.

D. Borrow areas shall be:

1. Arranged for by Contractor at no additional cost to Owner.

2. Subject to approval by Owner.

E. Material removed from borrow areas shall be as approved by Owner. Excavate borrow

material in uniform lifts not greater than 2 feet in thickness.




11/21/18

2.11 GRANULAR FILL:

A. Material shall be crushed limestone or crushed natural gravel with the following gradation:

B. Material shall not have a loss of more than 12 percent after 5 cycles when tested for soundness

with sodium sulfate as described in AASHTO T104.

C. Percentage of wear shall not exceed 40 after 500 revolutions as determined by ASTM C131.

D. Use:

1. Under slabs on grade.

2. To correct over excavation in trenches.

3. As pipe embedment material.

E. Place on subgrades where indicated prior to placing concrete slabs on grade.

F. Place in trench bottom to spring line of pipe.

G. Compact as specified under "Embankment" in this Section.

2.12 TOPSOILING:

A. Shall be material excavated from within the upper 6 inches to 1 foot; and be obtained from site

areas having healthy plant growth prior to stripping.

B. Contractor may furnish topsoil from off-site borrow areas at his option and without additional

charge to Owner provided these materials are:

1. From that portion of the soil profile defined as the "A" horizon by the Soil Science

Society of America.

2. Fertile, friable, and loamy soil of uniform quality without admixture of subsoil materials,

gravel, hardpan, debris, or other similar impurities.

3. Demonstrate healthy plant growth prior to stripping.

4. From areas from which topsoil has not been previously removed by erosion or

mechanical methods.

C. Place topsoil on all areas indicated.

Sieve Designation Percent Passing By Weight

1”

100

¾” 90-100 3/8” 20-55

No. 4 0-10 No. 8 0-5




D. Treatment of Subgrade Prior to Topsoil Placement:

1. Clear Site of vegetation heavy enough to interfere with proper grading and tillage

operations.

2. Clear surfaces of all stones or other objects larger than 3 inches in thickness or diameter,

all roots, brush, wire, grade stakes, or other objectionable material.

3. Loosen subgrade by discing or scarifying to a depth of 2 inches wherever compacted by

traffic or other causes to permit bonding of the topsoil to the subgrade.

E. Placement:

1. Clear site of vegetation heavy enough to interfere with proper grading and tillage

operations.

2. Clear surfaces of all stones or other objects larger than 3 inches in thickness or diameter,

all roots, brush, wire, grade stakes, or other objectionable material.

3. Loosen subgrade by discing or scarifying to a depth of 2 inches wherever compacted by

traffic or other causes to permit bonding of the topsoil to the subgrade.

4. Distribute topsoil over required areas without compaction other than that obtained with

spreading equipment.

5. Place material within following limits:

a. Not less than 4 inches in depth.

b. Do not exceed 6 inches in depth.

6. Shape cuts, fills and embankments to contours indicated.

7. Grade to match contours of adjacent areas and permit proper natural drainage.

8. Grade a gentle mound over trenches.

F. After spreading topsoil, clear surface of stones or other objects larger than 2 inches in thickness

or diameter and of objects that might interfere with planting and maintenance operations.

G. Protect areas from the elements until grass is established. Repair eroded areas as required.

H. Keep paved areas clean.

2.13 RIPRAP MATERIAL:

A. Stone shall be durable and of suitable quality to ensure permanence of the structure.

B. Quantity of rock with an elongation greater than 3:1 shall not exceed 20 percent of the mass.

No stone shall have an elongation greater than 4:1.




11/21/18

C. Material shall be free from cracks, seams, or other defects that would tend to increase its

deterioration and shall not have a loss of more than 12 percent after 5 cycles when tested for

soundness with sodium sulfate as described in ASTM C88.

D. Objectionable quantities of dirt, sand, clay and rock fines will not be permitted.

E. Place on the prepared base as indicated in such a manner as to produce a reasonably well

graded mass of rock with a minimum practicable percentage of voids.

F. Place to its full course thickness in one operation and in a manner to avoid displacing the base

material.

G. Finished riprap shall be free from objectionable pockets of small stones and clusters of larger

stones. Hand place only if necessary to secure the desired results.

H. A tolerance of plus or minus 4 inches from the slope lines and grades will be allowed to the

extremes that such a tolerance shall not be continuous over an area greater than 200 square

feet.

I. Maintain the riprap protection until accepted and replace any material displaced at no

additional cost to the Owner.

2.14 MEASUREMENT:

A. In the event of changes made during the construction period, the following units shall be used

and payment will be made at the respective unit price listed in the Contract.

1. Clearing and Grubbing shall be measured by the acre (ACRE).

2. Stripping shall be measured by the cubic yard bank measure (BCY). Bank measure is

defined as the volume of material in its natural position prior to loosening before it is

excavated.

3. Excavation and Trenching shall be measured by the cubic yard bank measure (BCY).

4. Disposal of Waste Material shall be measured by the cubic yard bank measure (BCY).

5. Embankment shall be measured by the cubic yard compacted measure (CCY).

Compacted measure is defined as the volume of material after it has been placed and

compacted as specified.

6. Borrow shall be measured by the cubic yard compacted measure (CCY).

2.15 MAINTENANCE AND REPAIR:

A. Maintenance:

1. Protect newly graded areas from actions of the elements.




2. Settling or erosion shall be filled, repaired and grades reestablished to elevations and

slopes indicated.

B. Correction of Settlement:

1. Contractor is responsible for correcting any excessive settlement as determined by

Owner, for the specific areas of embankments or backfill and damages created thereby

within one year after acceptance of the Work.

2. Make repairs within 10 days from and after due notification by Owner of embankment or

backfill settlement and resulting damage.

3. Make own arrangements for access to the site for purposes of repair.



316610 - SHALLOW FOUNDATIONS.DOC 316610-1

03/06/19

SECTION 316610 - SHALLOW FOUNDATIONS

PART 1 - GENERAL

1.01 DESCRIPTION:

A. This Section covers the furnishing of materials and the installation of shallow foundations.

B. Related work Specified Elsewhere:




C. Definitions:

1. Combined Footing: A spread footing foundation having two or more pedestals supported

on a single reinforced concrete footing.

2. Continuous Footing: A long spread footing foundation to support a wall or multiple

equipment legs or structures.

3. Grade Beam: A reinforced concrete beam placed directly at or near grade level to

support equipment or structures.

4. Mat Footing: A shallow reinforced concrete footing with no pedestals that is placed at or

near grade level. Mat footings may be supported by soil or drilled shafts/piles in some

cases.

5. Shallow Foundation: Refers to a foundation system in which the depth of the foundation

is shallow relative to its width. This includes spread footings, continuous footings,

combined footings, grade beams and mat footings.

6. Spread Footing: A single pedestal supported on a single enlarged reinforced concrete

footing.

PART 2 - PRODUCTS - NOT APPLICABLE

PART 3 - EXECUTION

3.01 EXCAVATION: SECTION 312000.

3.02 OVER EXCAVATION: SECTION 312000.

3.03 DEWATERING: SECTION 312000.


SECTION 316610 - SHALLOW FOUNDATIONS: continued

316610-2316610 - SHALLOW FOUNDATIONS.DOC

3.04 INSTALLATION TOLERANCES:

A. Centerline within 1 inch of that indicated.

B. Elevation within 1/2-inch of that indicated.

C. Anchor Bolt Tolerances:

1. Center to center distance between anchor bolt clusters of multi-legged structures:

±1/4-inch.

2. Top of bolt elevation: ±1/4-inch.

3.05 CONCRETE FINISH AND CURING: SECTION 033000.

3.06 BACKFILL: SECTION 312000.



RENAISSANCE

3/06/19

HOMESTEAD ENERGY


PROJECT NO. 39491

INDEX AND CERTIFICATION PAGE

TECHNICAL SPECIFICATIONS

DOCUMENT/ NUMBER

DIVISION DESCRIPTION OF PAGES

031000 CONCRETE FORMWORK 4

032000 CONCRETE REINFORCEMENT 3

033000 CONCRETE 23

312000 SITE PREPARATION AND EARTHWORK 19

316610 SHALLOW FOUNDATIONS 2

CERTIFICATION(S)

Andrew C. Harper

I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed

professional engineer under the laws of the State of Florida. License No. 79990, Expiration Date:

03-06-2019.


XX

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X X X X X X X X X X X X X X X X X X X X X X X X X X X X

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APRIL 04, 2006 P. BIRD

S. BECKMAN B. BRACKMANN

CITY OF HOMESTEAD


FOUNDATION PLAN VIEW

100486 RFQ 201307

RN-5-0700 3

1 1

RN-5-0700-F-L.DWG

2019

SUBSTATION

PLAN VIEW

NORTH

TRUE NORTHPLAN NORTH

00°29'41"

FOUNDATION KEY:

A- 138-kV H-FRAME DEADEND

B- 138-kV 1-PHASE LOW BUS SUPPORT

C- 138-kV 1-PHASE HIGH BUS SUPPORT (TYPE 1)

D- 138-kV 1-PHASE HIGH BUS SUPPORT (TYPE 2)

E- 138-kV 1-PHASE HIGH BUS SUPPORT (TYPE 3)

F- 138-kV B-PHASE COMBINED FOOTING

G- 138-kV HIGH SWITCH STAND

H- 138-kV LOW SWITCH STAND

J- 138-kV CVT STAND

K- 138-kV 1 PHASE BUS SUPPORT METERING UNIT STAND

L- 138-kV CIRCUIT BREAKER

M- 15-kV SWITCH STAND

N- 15-kV 3-PHASE BUS SUPPORT

P- 15-kV RISER STAND

Q- 15-kV DISTRIBUTION STRUCTURE

R- 15-kV POWER CIRCUIT BREAKER

S- 15-kV DISTRIBUTION CIRCUIT BREAKER

T- 138/15-kV TRANSFORMER

U- OIL CONTAINMENT VAULT

V- LIGHT POLE

W-CONTROL BUILDING

Y- 138-kV CIRCUIT SWITCHER

Z- 138-kV LINE TRAP

AA- 138-kV 1-PHASE BUS SUPPORT (STR C)

AB- 138-kV 3-PHASE BUS SUPPORT (STR D)

AC- 138-kV CIRCUIT SWITCHER

AD- 15-kV 3-PHASE BUS SUPPORT (STR B)

AE- 15-kV SWITCH STAND (STR A)

AF- 15-kV DISTRIBUTION STRUCTURE (STR G)

AG- 15-kV RISER STAND (STR E)

AH- 138kV 3-PHASE BUS SUPPORT (STR H) *

AK- 15kV CIRCUIT BREAKER (2000A)

AJ- 15kV CIRCUIT BREAKER (1200A)

REFERENCE DRAWINGS:

RN-5-0701-F-D FOUNDATION DETAILS




RN-5-0705-F-BKR-D CIRCUIT BREAKER FOUNDATION DETAILS

RN-5-0706-F-D CONTROL BUILDING FOUNDATION DETAILS


RN-5-0708-F-T-D TRANSFORMER/OIL CONTAINMENT FOUNDATION DETAILS

RN-5-0709-F-T-D OIL CONTAINMENT VAULT FOUNDATION DETAILS

RN-5-0710-F-T-D OIL CONTAINMENT VAULT FOUNDATION DETAILS



RN-5-0713-F-T-D FOUNDATION DETAILS

NOTES:

1. BASELINE LOCATIONS ARE ESTABLISHED ON DRAWING RN-5-0600-S-L

2. TOP OF CONCRETE (TOC) ELEVATIONS SHALL BE 9.5 EXCEPT THE

FOLLOWING:

138/15-kV TRANSFORMER FOUNDATION (T) 9.00

3. 2" DIAMETER SCHEDULE 40 PVC DISCHARGE PIPE. SEE TABLE BELOW

FOR END POINT LOCATIONS. SEE DRAWINGS RN-5-0709-F-T-D AND

RN-5-07010-F-T-D FOR DETAILS.

4. 6" DIAMETER SCHEDULE 40 PVC DRAIN PIPE. SEE TABLE BELOW FOR

END POINT LOCATIONS. SEE DRAWINGS RN-5-0708-F-T-D, AND

RN-5-0713-F-T-D FOR DETAILS.

6" SCHEDULE 40 PVC PIPE COORDINATES

POINT NORTHING EASTING DESCRIPTION

4944.0 959.5 TRANSFORMER PIT

4943.5 991.5 OIL VAULT

1

2

2" SCHEDULE 40 PVC DISCHARGE PIPE COORDINATES

POINT NORTHING EASTING INV EL DESCRIPTION

4916.0 991.5 8.1 OIL VAULT

4916.0 870.0 6.85 OUTLET RISER

1

2

55'-0"63'-0"

8'-0"

36'-0" 56'-0"

16'-0"16'-0"

8'-0"8'-0"

13'-0"

11'-9"11'-9"

5'-0

"

8'-0"8'-0"

22'-0"

15'-0"15'-0"

P1 P2 P3 P4

Q1 Q2 Q3 Q4 Q5S1 S2 S3 S4 S5

N2

M1

R1

N1

T1

Y1

D3

B15

B14

E1 B13

D2

B12

B11

B10

C1H7

H8

H6

H5

L3

G8 G7

L4

G1 G2

J1 J2 J3

A1 A2D1

B3

B2

B1

H2

H1

H4

H3

L1

A3

A4

A5

A6

G6 G5

G3 G4

J7

B8

B7

B9

V2

V3

V1

V4

U1

J5

B5

B4

B6

J4K1

F2

F1

30

'-0

"3

5'-0

"3

5'-0

"

16

'-0

"1

6'-0

"1

6'-0

"1

6'-0

"

8'-0

"8

'-0

"8

'-0

"8

'-0

"1

1'-0

"

73

'-0

"

70

'-0

"

17

'-0

"1

7'-0

"

NOTE 4

1

2

1

2

GUARD POST SEE

DWG RN-5-0710-T-D

EAST-WEST

BASELINE N5000

NO

RT

H-S

OU

TH

BA

SE

LIN

E E

10

00

5'-0

"5

'-0

"5

'-0

"5

'-0

"

5'-0"5'-0" 5'-0"5'-0"

W1 W2 W3

J8

Z1

K2

K3

Z2

K4

22'-0"

ISSUED FORPRB BPB

CONTRACT SC-1CONSTRUCTION

08/04/06

3'-0"

NOTE 3

14'-0" 14'-0" 14'-0"

6"

6"

J6

7'-0" (TYP)7'-0"(TYP)

ADDED PERMITTINGPRB BPBNOTE

08/25/06

3

4

T2

34

'-0

"1

7'-0

"1

8'-0

"1

7'-0

"1

7'-0

"1

0'-0

"1

6'-0

"7

'-0

"7

'-0

"8

'-0

"8

'-0

"1

4'-0

"2

0'-0

"1

5'-0

"1

0'-0

"1

0'-0

"1

0'-0

"1

5'-0

"4

9'-0

"

35

5'-0

"

7'-0

"1

0'-0

"7

'-0

"1

3'-0

"8

'-0

"8

'-0

"

3

4

4943.5

4944.0

1002.5

1021.5 TRANSFORMER PIT

HMH INSTALL TX2.

0

1

2R

ISSUED FOR

BID

10/5/18 ACH

HMH ISSUED FOR

CONSTRUCTION

2 12/7/18 ACH

OF AUTHORITY E0000253FLORIDA CERTIFICATE

THIS ITEM HAS BEEN ELECTRONICALLY SIGNED

PRINTED COPIES OF THIS DOCUMENT ARE NOTCONSIDERED SIGNED AND SEALED AND THESIGNATURE MUST BE VERIFIED ON ANY

ELECTRONIC COPIES.2301 Maitland Center Pkwy, Maitland, FL 32751

Andrew Carey Harper, PE#79990

AND SEALED BY ANDREW CAREY HARPER,PE#79990 ON ________ USING A DIGITAL

SIGNATURE FOR REVISION 3.12/7/18

AF1 AF2 AF3 AF4

AA1

AB1

AG1 AG2 AG3 AG4

AB2

AB3

AE1

AE2

12'-0" 12'-0" 12'-0"

6'-0" (TYP) 6'-0" (TYP)

GTD INSTALL FDN'S AA

THRU AJ. REMOVED

FDN L2. ISSUED FOR

BID.

3 02/08/19 ACH

AD1

AH1

AJ1 AJ2 AJ3 AJ4AF5

AK1

AK2

19'-0"

HOLD

HOLD

AC1

* DEMO EXISTING L2 FOUNDATION

OIL VAULT

HOLD

HOLD

6'-0

"


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APRIL 05,2006 P. BIRD


CITY OF HOMESTEAD


FOUNDATION DETAILS

100486 RFQ 201307

RN-5-0701 1

RN-5-0701-F-D.DWG

2005

3/4" CHAMFER (TYP)

BACKFILL

AS SPECIFIED

2" CLR (TYP)

2"

CL

.

3" CL. (TYP.)

3"

CL

(T

YP

)

Df

Dp

W/2 W/2

L/2

L

W

L/2

FLAT WASHER

BASE PLATE

T.O.C. AS NOTED ON DWG. RN-5-0700-F-L

BASE DETAIL

AS NEAR TO T.O.C. ASBE PLACED FLUSH OR

LEVELING NUTS SHALL

UNDER BASE PLATE.POSSIBLE. NO GROUT

HEAVY HEX NUT

C ANCHOR BOLT

TYPICAL LEVELING

(NOT TO SCALE)

PR

OJE

CT

ION

FW, T & BFL, T & B

13

" (T

YP

)

3-#4 TIES PER SET

4 SETS PER

PEDESTAL.

2" CLR (TYP) 16-#6 "Z" DOWELS

EQUALLY SPACED

(NOT TO SCALE)

CRUSHED ROCK

3"

CL

(T

YP

)

NORTH

L

A A

BB

A

701 701

(NOT TO SCALE)

SECTION A

701 701

DETAIL 1

701 701

SECTION B

701 701

C

C

FOUNDATION PLAN

1

701 701

7"x7"X 112 SHEAR KEY

138/15-kV FOUNDATION SCHEDULE

FDN. NO. STRUCTURE QTY.

FOOTING DIMENSIONS FOOTING REINFORCEMENT PEDESTAL REINFORCEMENT ANCHOR BOLTSCOMMENTS

FOOTING PEDESTAL HORIZONTALVERTICAL

DOWELS Z

HORIZONTAL

TIES

SPACING

PROJ DIA LENGTH

WIDTH W LENGTH L DEPTH Df SIDE C HEIGHT Dp FL FL LENGTH FW FW LENGTH A B

B 138-kV 1-PHASE LOW BUS SUPPORT 15 5'-6" 5'-6" 1'-6" 2'-6" 2'-6" 6-#5 @ 12" 5'-0" 6-#5 @ 12" 5'-0" 4-#4 @ 8" 6" 6" 5" 1" 1'-9 12"

C 138-kV 1-PHASE HIGH BUS SUPPORT (TYPE 1) 1 7'-0" 7'-0" 1'-6" 2'-6" 2'-6" 8-#5 @ 12" 6'-6" 8-#5 @ 12" 6'-6" 4-#4 @ 8" 7" 7" 5" 1" 1'-9 12"

G 138-kV HIGH SWITCH STAND 8 7'-0" 7'-0" 1'-6" 2'-6" 2'-6" 8-#5 @ 12" 6'-6" 8-#5 @ 12" 6'-6" 4-#4 @ 8" 7" 7" 6" 1 14" 2'-3"

H 138-kV LOW SWITCH STAND 8 6'-0" 6'-0" 1'-6" 2'-6" 2'-6" 7-#5 @ 12" 5'-6" 7-#5 @ 12" 5'-6" 4-#4 @ 8" 6" 6" 5" 1" 1'-9 12"

J 138-kV CVT STAND 8 5'-6" 5'-6" 1'-6" 2'-6" 2'-6" 6-#5 @ 12" 5'-0" 6-#5 @ 12" 5'-0" 4-#4 @ 8" 5 12" 5 12" 4" 34" 1'-5 14"

N 15-kV 3-PHASE BUS SUPPORT 2 5'-6" 5'-6" 1'-6" 2'-6" 2'-6" 6-#5 @ 12" 5'-0" 6-#5 @ 12" 5'-0" 4-#4 @ 8" 7" 7" 5" 1" 1'-9 12"

P 15-kV RISER STAND 4 5'-6" 5'-6" 1'-6" 2'-6" 2'-6" 6-#5 @ 12" 5'-0" 6-#5 @ 12" 5'-0" 4-#4 @ 8" 6" 6" 5" 1" 1'-9 12"

Z 138-kV LINE TRAP 2 5'-6" 5'-6" 1'-6" 2'-6" 2'-6" 6-#5 @ 12" 5'-0" 6-#5 @ 12" 5'-0" 4-#4 @ 8" 5 12" 5 12" 4" 34" 1'-5 14"

AA 138-kV 1-PHASE BUS SUPPORT (STR C) 1 6'-6" 6'-6" 1'-6" 2'-6" 2'-6" 7-#5 EQ. SP. 6'-0"7-#5 EQ.

SP.6'-0" 4-#4 EQ. SP. 6" 6" 5" 1" 2'-8" ADDITIONAL TIE SET 2" BELOW TOP TIE SET (5 TOTAL TIE SETS)

AD 15-kV 3-PHASE BUS SUPPORT (STR B) 1 6'-6" 6'-6" 1'-6" 2'-6" 2'-6" 7-#5 EQ. SP. 6'-0"7-#5 EQ.


AG 15-kV RISER STAND (STR E) 4 6'-6" 6'-6" 1'-6" 2'-6" 2'-6" 7-#5 EQ. SP. 6'-0"7-#5 EQ.


B

701 701

ISSUED FORPRB BPB


0 08/04/06

N:\Homestead\Renaissance\CADD\RN-5-0701-F-D.dwg 08-02-2006 16:54 PRB

GTD AH1 02/08/19

ISSUED FOR

BID

12"3'-5"

2301 Maitland Center Pkwy, Maitland, FL 32751

THIS ITEM HAS BEEN

ELECTRONICALLY SIGNED AND SEALED BY

ANDREW CAREY HARPER, PE#79990

ON 03/25/19 USING A

DIGITAL SIGNATURE FOR REVISION 1.

PRINTED COPIES OF THIS DOCUMENT ARE

NOT CONSIDERED SIGNED AND SEALED AND

THE SIGNATURE MUST BE VERIFIED ON

ANY ELECTRONIC COPIES.



NOTES (REV 1):

1. CONCRETE IS TO HAVE MINIMUM 28 DAY COMPRESSIVE

STRENGTH OF 4000 P.S.I.

2. ALL REINFORCING BARS SHALL BE ASTM A615, GRADE 60.

3. GRADE-60 REINFORCING STEEL SHALL NOT BE WELDED.

4. FOR ANCHOR BOLTS:

A. ANCHOR BOLTS SHALL BE ASTM F1554 GRADE 55.

B. ANCHOR BOLTS SHALL BE HOT-DIPPED GALVANIZED

PER ASTM F2329

C. NUTS SHALL BE ASTM A563

D. WASHERS SHALL BE ASTM F436

ADDED FDN'S AA, AD,& AG. ADDED NOTES.REMOVED DETAIL 1NOTE. ISSUED FORBID.

12"3'-5"

12"3'-5"

12"3'-5"

12"3'-5"

12"3'-5"

12"3'-5"

12"3'-5"

12"3'-5"

12"3'-5"

12"3'-5"

TYPICAL ANCHOR BOLT (REV. 1)

(NOT TO SCALE)

DIA

PR

OJ

LE

NG

TH

DETAIL 2

701 701

TACKWELD

2"

2

701 701


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CITY OF HOMESTEAD


FOUNDATION DETAILS

100486 RFQ 201307

RN-5-0704 1

RN-5-0704-F-D.DWG

2005

FLAT WASHER

BASE PLATE

BASE DETAIL


LEVELING NUTS SHALL


HEAVY HEX NUT

C ANCHOR BOLT

TYPICAL LEVELING

(NOT TO SCALE)

PR

OJE

CT

ION

(NOT TO SCALE)

L

DETAIL 1

704 704

SECTION B

704 704

3/4" CHAMFER (TYP)

BACKFILL

AS SPECIFIED

2"

CL

(T

YP

)

3" CL (TYP)

3"

CL

(T

YP

)

Df

Dp

7"x7"x1 1/2"

SHEAR KEY

FL, T&BFW, T&B

13

" (T

YP

)

CRUSHED ROCK

3"

CL

(T

YP

)

L

L/2 L/2

E E DD

W

W/2

W/2

AA

BB

cL

cL

(NOT TO SCALE)

PLAN

FOUNDATION

1

704 704

3/4" CHAMFER (TYP)

2" CL (TYP)

2"

CL

3" CL (TYP)

3"

CL

(T

YP

)

1'-6

"2

'-6

"

7- #5 @ 12" TB

13

" (T

YP

)

CRUSHED ROCK

3"

CL

(T

YP

)

(NOT TO SCALE)

SECTION C

704 704

1

704 704

7"x7"x112 SHEAR KEY

SECTION A

704 704(NOT TO SCALE)

5'-6"

2'-9" 2'-9"

10

'-0

"

5'-0

"5

'-0

"

2'-0

"2

'-0

"

1'-0

"1

'-0

"

5"5"

5"

5"

C

704 704

2" CLR (TYP)

(NOT TO SCALE)

SECTION D

704 704

NORTH

NORTH

(NOT TO SCALE)

PLAN

FOUNDATION Q

15-kV DISTRIBUTION STRUCTURE

(8) - 1" DIA. x 1'-91

2" LONG ANCHORBOLT WITH 5" PROJECTION.

T.O.C. EL. AS NOTED ON

DWG. RN-5-0700-F-L

T.O.C. AS NOTED ON

DWG. RN-5-0700-F-L

A

704 704

T.O.C. EL. AS NOTED ON DWG.

RN-5-0700-F-L

1'-0" 1'-0"

3-#4 TIES PER SET

SEE TABLE FOR # OF TIES

2" CLR (TYP) 16-#6 DOWELS

EQUALLY SPACED

12""Z"

C

C

AA

C

5"

5"

(5 REQUIRED)

4-

TIE

S S

ET

AT

8"

11- #5 @ 12" TB

10-#8 DOWELS

EQUALLY SPACED AS

SHOWN

12"3'-5"

4-#4 TIES PER SET

4 SETS PER PEDESTAL.

138/15-kV FOUNDATION SCHEDULE

FDN. NO. STRUCTURE QTY.

FOOTING DIMENSIONS FOOTING REINFORCEMENT PEDESTAL REINFORCEMENT ANCHOR BOLTS

COMMENTS

FOOTING PEDESTAL HORIZONTALVERTICAL

DOWELS Z

HORIZONTAL

TIES

SPACING

PROJ DIA LENGTH

WIDTH

W

LENGTH

L

DEPTH

Df

SIDE

C

HEIGHT

DpD E FL

FL

LENGTHFW

FW

LENGTHA B

E 138-kV 1-PHASE HIGH BUS SUPPORT (TYPE 3) 1 5'-6" 13'-6" 1'-6" 2'-6" 2'-6" 2'-9" 4'-0" 6#5@12" 13'-0" 14#5@12" 5'-0" 4#5@8" 7" 7" 5" 1" 1'-9 12"

M 15-kV SWITCH STAND 1 5'-6" 12'-0" 1'-6" 2'-6" 2'-6" 3'-0" 3'-0" 6#5@12" 11'-6" 13#5@12" 5'-0" 4#5@8" 5 12" 5 12" 4" 3/4" 1'-5 14"

AB 138-kV 3-PHASE BUS SUPPORT (STR D) 3 6'-6" 16'-0" 1'-6" 2'-6" 2'-6" 3'-0" 5'-0"9#6 EQ.

SP.15'-6"

20#6 EQ.

SP.6'-0" 4#4 EQ. SP 6" 6" 5" 1" 2'-8" ADDITIONAL TIE SET 2" BELOW TOP TIE SET (5 TOTAL TIE SETS)

AE 15-kV SWITCH STAND (STR A) 2 5'-6" 12'-0" 1'-6" 2'-6" 2'-6" 3'-0" 3'-0"7#6 EQ.

SP.11'-6"

15#6 EQ.

SP.5'-0" 4#4 EQ. SP 6" 6" 5" 1" 2'-8" ADDITIONAL TIE SET 2" BELOW TOP TIE SET (5 TOTAL TIE SETS)

B

704 704

BACKFILL

AS SPECIFIED

D

704 704

ISSUED FORPRB BPB


0 08/04/06


12"3'-5"

12"3'-5"

GTD AH1 02/08/19

ISSUED FOR

BID


THIS ITEM HAS BEEN



ON 03/25/19 USING A








NOTES (REV 1):








PER ASTM F2329

C. NUTS SHALL BE ASTM A563, GALVANIZED


12"3'-5"

12"3'-5"

ADDED FDN'S AB &

AE. ADDED DETAIL 2.

ADDED PEDESTAL

REINFORCEMENT &

CLEAR COVER TO

TABLE. UPDATED TIE

CALLOUTS. ADDED

NOTES. REMOVED

DETAIL NOTE 1.

ISSUED FOR BID.

ANCHOR DETAIL (REV. 1)

(NOT TO SCALE)

DIA

PR

OJ

LE

NG

TH

DETAIL 2

704 704

TACKWELD

2"

2

704 704


Sca

le F

or

Mic

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Inch

es

Mill

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1 141312111098765432

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project contract

rev.drawing

file

ckd

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F L O R I D A

H P S

ENERGY

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AN

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C.



CITY OF HOMESTEAD


CIRCUIT BREAKER

FOUNDATION DETAILS

100486 RFQ 201307

RN-4-0705 1

RN-5-0705-F-BKR-D.DWG

2005

3" CL

(TYP)

2'-6"

3"

CL

3"

CL.

3"

CL.

3"

CL

2'-6"

(TYP)

1'-0"

(TYP)

3" CL

9-#5 @ 10" EACH WAY, T&B

(1 - REQUIRED)(3 - REQUIRED)

NOT TO SCALE

SECTION A

705 705 NOT TO SCALE

SECTION B

705 705

CLFDN

NORTHNORTH

4 - 3/4" DIA. x 1'-6" LENGTH A307

BOLTS GALVANIZED, 3"

PROJECTION, 4" THREADS, 1'-3"

EMBEDMENT WITH (2) HEAVY HEX

NUT AND (1) FLAT WASHER PER

BOLT. PROVIDED BY FOUNDATION

CONSTRUCTION CONTRACTOR.

SEE DETAILS 1 AND 2.

4 - 3/4" DIA. x 1'-6" LENGTH A307








NOT TO SCALE NOT TO SCALE

CLFDN

FLAT WASHER

BASE PLATE

HEAVY HEX NUT

C ANCHOR BOLT

(NOT TO SCALE)

PR

OJE

CT

ION

TYPICAL ANCHOR BOLT

(NOT TO SCALE)

D

TH

RE

AD

S

L

L

DETAIL 1

705 705

DETAIL 2

705 705

1'-0

"1-0"

(TYP)

1'-0

"


DWG. RN-5-0700-F-L

T.O.C. AS NOTED ON

DWG. RN-5-0700-F-L

TYPICAL SLAB

ANCHOR BOLT DETAIL

L1 & L3

NORTH

L4

6"

GA

LV

AN

IZE

TACKWELD

3"

(4 - REQUIRED)NORTH

NOT TO SCALE

3'-3" 3'-3"

2'-4 1/8" 2'-4 1/8" 0'-10 7/8"0'-10 7/8"

2'-9"

2'-9"

1'-0 5

/8"

1'-8 3

/8"

1'-8 3

/8"

1'-0 5

/8"

4 - 3/4" DIA. x 1'-6" LENGTH A307








8-#5 @ 10" T&B

3"

CL.

3"

CL

2'-6"

(TYP)

1'-0"

(TYP)

3" CL

NOT TO SCALE

SECTION C

705 705

1'-0

"


DWG. RN-5-0700-F-L

3'-0" 3'-0"

1'-9 3/8" 1'-9 3/8" 1'-2 5/8"1'-2 5/8"

2'-6"

2'-6"

3'-6" 3'-6"

1'-2 1/4" 2'-3 3/4" 2'-3 3/4" 1'-2 1/4"

3'-6"

3'-6"

1'-6 3

/8"

1'-11 5

/8"

1'-11 5

/8"

1'-6 3

/8"

A

705 705

B

705 705

C

705 705

1'-2 5

/16"

1'-3 1

1/1

6"

1'-3 1

1/1

6"

1'-2 5

/16"

PLAN

FOUNDATION S

15-kV DISTRIBUTION CIRCUIT BREAKER

PLAN

FOUNDATION R

15-kV POWER CIRCUIT BREAKER

PLAN

FOUNDATION L

138-kV CIRCUIT BREAKER

GRANULAR FILL

AS SPECIFIED

GRANULAR FILL

AS SPECIFIED

GRANULAR FILL

AS SPECIFIED

7-#5 @ 10" T&B

9-#5 @ 10" T&B

7-#5 @ 10" T&BT.O.C. EL. AS NOTED ON

DWG. RN-5-0700-F-L

ISSUED FOR

BID

ISSUED FORPRB BPB


0 08/04/06

CLFDN

7'-0"

7'-0"

N:\Homestead\Renaissance\CADD\RN-5-0705-BKR-D.dwg 08-02-2006 16:56 PRB

GTD AH1 02/15/19


THIS ITEM HAS BEEN



ON 03/25/19 USING A








REMOVED (1) FDN L.

ISSUED FOR BID.


Scale

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1 141312111098765432

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project contract

rev.drawing

file

ckd

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F L O R I D A

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ENERGY

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INE

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CO

MP

AN

Y, IN

C.



CITY OF HOMESTEAD


FOUNDATION DETAILS

100486 RFQ 201307

RN-5-0706 1

RN-5-0706-F-D.DWG

2005

3/4" CHAMFER (TYP)

BACKFILL

AS SPECIFIED

2" CL (TYP)

2"

CL

(T

YP

)

3" CL (TYP)

1'-6

"4

'-0

"

5 T

IE S

ET

S A

T 1

1"

7"x7"x1 1/2"

SHEAR KEY

8-#5@12" T&B19-#5@12" T&B

13

" (T

YP

)

CRUSHED ROCK

3"

CL

(T

YP

)

(NOT TO SCALE)

PLAN

FOUNDATION Y

138-kV CIRCUIT SWITCHER

(1 REQUIRED)

1

706 706

NORTH


RN-5-0700-F-L

A

706 706

3"

CL

(T

YP

)

cL

14'-0"

3'-0" 4'-0" 4'-0"

4'-6

"

3'-0"

9'-0

"

4'-6

"10"

10

"

(NOT TO SCALE)

SECTION A

706 706

10"

10

"

3'-0"

3'-0

"

10" 10"

3'-0"

B

706 706

ISSUED FORPRB BPB


0 08/04/06

CLFDN

1" DIA X 3'-8" LONG ANCHOR BOLTS

WITH 4" PROJECTION.

ANCHOR BOLTS SUPPLIED

BY MANUFACTURER


7'-0"

3'-6" 3'-6"

13

'-0

"

6'-6

"6

'-6

"

2'-0

"2

'-0

"

1'-0

"1

'-0

"

6"6"

6"

6"

C

706 706

NORTH

(NOT TO SCALE)

PLAN

FOUNDATION AF (STR G)

15-kV DISTRIBUTION STRUCTURE

(8) - 112" DIA. x 2'-9" LONG F1554

GR. 55 BOLT WITH 5" PROJECTION.

1'-0" 1'-0"

6"

6"

(5 REQUIRED)

2

706 706


RN-5-0700-F-L

34" CHAMFER (TYP)

CRUSHED ROCK

3'-0

"2

'-6

"

4-

TIE

S E

Q.

SP

.2" CL (TYP)

2"

CL

3" CL (TYP)

3"

CL

(T

YP

)

7"X7"X112" SHEAR KEY14 - #7 EQ. SP. T&B8 - #7 EQ. SP. T&B

(NOT TO SCALE)

SECTION C

706 706

FLAT WASHER

BASE PLATE

BASE DETAIL


LEVELING NUTS SHALL


HEAVY HEX NUT

C ANCHOR BOLT

TYPICAL LEVELING

(NOT TO SCALE)

PR

OJE

CT

ION

5"

(NOT TO SCALE)

L

DETAIL 2

706 706

SECTION D

706 706

T.O.C. AS NOTED ON

DWG. RN-5-0700-F-L

3-#5 TIES PER SET

2" CLR (TYP.) 16-#6 DOWELS

EQUALLY SPACED

12"4'-11"

ISSUED FOR

BID

GTD AH1 02/08/19

13

" (T

YP

)D

706 706

FLAT WASHER

BASE PLATE

BASE DETAIL


LEVELING NUTS SHALL


HEAVY HEX NUT

C ANCHOR BOLT

TYPICAL LEVELING

(NOT TO SCALE)

4"

PR

OJE

CT

ION

L

DETAIL 1

706 706

1. ANCHOR BOLTS AND

TEMPLATES SHALL

BE PROVIDED BY

STEEL SUPPLIER.

NOTES:

T.O.C. AS NOTED ON

DWG. RN-5-0700-F-L

3-#4 TIES PER SET

5 SETS PER PEDESTAL

(NOT TO SCALE)

SECTION B

706 706

2"(TYP)

8-#9 DOWELS

EQUALLY SPACED

19"4'-11"

2"

CL


THIS ITEM HAS BEEN



ON 03/25/19 USING A








CL

CL

NOTES (REV 1):







B. ANCHOR BOLTS SHALL BE HOT-DIPPED GALVANIZED PER

ASTM F2329



3

706 706

ANCHOR DETAIL (REV. 1)

(NOT TO SCALE)

11

2 "

5"

TH

RE

AD

S

3'-0

"

DETAIL 3

706 706

TACKWELD

2"

ADDED FDN AFADDED NOTES.ISSUED FOR BID.


Scale

For

Mic

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ing

Inches

Mill

imete

rs


1 141312111098765432

J

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checkeddesigned

ofsheet sheets

project contract

rev.drawing

file

ckd

CIT

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OF

H OME

ST

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D

F L O R I D A

H P S

ENERGY

CO

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& M

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NG

INE

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CO

MP

AN

Y, IN

C.

DECEMBER 7, 2018 T. WILLIAMSON

H. HILLEGAS A. HARPER

CITY OF HOMESTEAD


OIL CONTAINMENT VAULT

FOUNDATION DETAILS

100486 RFQ 201307

RN-5-0709 2

RN-5-0709-F-T-D.DWG

2005

NOTE:

(TYP)3"CL

3"C

L(T

YP

) #7@6" E.W.

3"C

L(T

YP

)

2'-0"

(TY

P)

3"C

L

(TYP)#7@6" E.F.

(TYP)#7@6" E.W.2"CL 2"CL

1'-0"

MIN

8"

6"

~

~

PIPE AND CONDUIT PLAN

SUMP PUMP DISCHARGE

NOT TO SCALE

SECTION D

709 709

NOT TO SCALE

SECTION B

709 709

NOT TO SCALE

SECTION A

709 709

DETAIL 1

709 709NOT TO SCALE

D

709 709

CONDUIT TO

CONTROL

BUILDING

FINISH

GRADE

1. DO NOT BACKFILL UNTIL TOP SLAB

HAS ATTAINED 70% DESIGN

COMPRESSIVE STRENGTH

2" DIA. SCH 40 PVC

DISCHARGE PIPE (FOR

CONTINUATION SEE DRAWING

RN-5-0700-F-L)

2'-0"

NON-REINF

CONCRETE

1 1/4" DIA. SCH. 40 PVC

DISCHARGE PIPE

STANCOR OIL-MINDER

PUMP CONTROL SYSTEM

1 1/4" DIA SCH 40 GALV

STEEL PIPE

STANCOR SUMP

PUMP (220 VOLT)

MODEL - SE50

1/2" DIA

U-BOLTS

CHANNEL

2" DIA SCH 40 GALV

SUPPORT PIPE

CONDUIT TO

SUMP PUMP

CONDUIT TO

CONTROL

BUILDING

CENTER IN WALL

NOTE:

SEE DETAIL 5.

6"

VAULT WALL PENETRATION

WALL PIPE WITH WALL COLLAR.6" PVC BELL X PLAIN END

INSTALL PIPE PROTECTION SCREEN,

PIPE PROTECTION SCREEN

1"x3/16" BAR,

GALVANIZED (TYP.)

12

" 6"Ø PVC

3"

(TYP.)

3"

(TYP.)12"

WALL PIPE1/4" CONCRETE ANCHOR

(TYP.)

NOTE:

10 MESH (0.025)

WIRE CLOTHGALVANIZED STEEL

DETAIL 4

709 709

DETAIL 5

709 709

NOT TO SCALE

NOT TO SCALE

1. REINFORCE OPENING PER

DRAWING RN-5-0708-F-T-D DETAIL 5.

1. EXTEND SCREEN

TO EDGE OF BAR

FRAME

1'-0"

1'-0"1

1

2'-0" 1'-0"

4-#42'-6"

#7@6" E.W.

2

709 709

2'-6"

4'-0"

RGS ELBOW

VA

RIE

S

NOTE:

T/3 T/3

1 1

/2"

WATERSTOP

SLAB

T/3

T

CONSTRUCTION JOINT

WITH WATERSTOP

NOT TO SCALE

DETAIL 3

709 709

NOT TO SCALE

DETAIL 2

709 709

1. UNLESS OTHERWISE INDICATED, THE

CONTRACTOR HAS THE OPTION OF

REINFORCING CORNERS IN ACCORDANCE

WITH OPTION #1 OR OPTION #2.

3"C

L(T

YP

)

#7@6" E.W.

T&B (TYP)

9'-0"

4'-6" 4'-6"

1'-0"1'-0"1'-0"1'-0"

30'-0"

1'-0"1

'-0"

1'-0"

1'-0"

BOTTOM PLAN

FOUNDATION U

(1-REQUIRED)

OIL CONTAINMENT VAULT

NORTH

NOT TO SCALE

#4 X4'-0" T&B TYP

EACH CORNER OF SUMP

SEE RN-5-0700-F-L

FOR CONTINUATION

6" DIA. SCH. 40

PVC TO XFMR Q

INV EL=5.78' 1/8

"/F

TS

LO

PE

(T

YP

)

LC OF OIL

VAULT

4

709 709

5

709 709


DWG. RN-5-0700-F-L

3'-0"

2'-9"

LA

P

(TY

P)

CORNER BAR

STD 90° HKWHERE INDICATED

VERTICAL REINF

NOT SHOWN

STD 90° HKWHERE INDICATED

PLAN

OPTION #1

PLAN

OPTION #2

2'-9"

2'-9"

HORIZONTAL WALL REINFORCEMENT

DETAILS CORNERS

VERTICAL REINF

NOT SHOWN

(TYP)

VAULT FLOOR L.P.

TOC EL = 1.17

2'-0"

C

709 709

9"

12" 12"12" EW

NOT TO SCALE

SECTION C

709 709

1 1/4" DIA. SCH.

40 PVC

DISCHARGE

PIPE

GATE VALVE

UNION WITH PIPE

REDUCER

STANCOR SUMP PUMP (220

VOLT) MODEL - SE50

B

709 709

2" DIA. PVC DISCHARGE PIPE

(SEE DETAIL 2 AND 3 ON

RN-5-0710-F-T-D)

EXPANSION JOINT (OIL/WATER

RESISTANCE)

SUMP PIT TOC EL = 0.17

3

709 709

A

709 709

1'-6"

WALL FLANGE

(TYP)

ISSUED FOR

BID

ISSUED FORPRB BPB


08/04/06

SEE DRAWING RN-5-0700-F-L

FOR INVERT ELEVATION AND

PIPE CONTINUATION

6" DIA SCH 40 PVC

INV EL =5.78'

15'-0"

15'-0"

1'-0"

1'-0"

1'-0"

MODIFIED LAPPRB BPBSPLICE LENGTHS

08/25/06

N:\Homestead\Renaissance\CADD\RN-5-0709-F-T-D.dwg 08-25-2006 08:41 PRB

0

1

SEE RN-5-0700-F-L

FOR CONTINUATION

VAULT FLOOR H.P. TOC EL = 1.5

DRAIN PIPE FOR

TRANSFORMER T-526

UPDATED NEW DRAINHMH ACHPIPE CONNECTION

10/5/182R

~

SPECIFIED

BACKFILL AS

SPECIFIED

~

~

PIPE

EMBEDMENT

MATERIAL

O.D

.

PIPE TRENCH DETAIL

NOT TO SCALE

DETAIL 6

709 709

6

709 709


THIS ITEM HAS BEEN ELECTRONICALLY SIGNED

PRINTED COPIES OF THIS DOCUMENT ARE NOTCONSIDERED SIGNED AND SEALED AND THESIGNATURE MUST BE VERIFIED ON ANY

ELECTRONIC COPIES.2301 Maitland Center Pkwy, Maitland, FL 32751


AND SEALED BY ANDREW CAREY HARPER,PE#79990 ON ________ USING A DIGITAL

SIGNATURE FOR REVISION 2.12/7/18

HMH ACH12/7/182 ISSUED FOR BID.


Sca

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ing

Inch

es

Mill

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1 141312111098765432

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ofsheet sheets

project contract

rev.drawing

file

ckd

CIT

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OF

H OME ST

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F L O R I D A

H P S

ENERGY

CO

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CO

MP

AN

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C.


S. BECKMAN B.BRACKMANN

CITY OF HOMESTEAD


FOUNDATION DETAILS

100486 RFQ 201307

RN-5-0711 1

RN-5-0711-F-D.DWG

2005

FLAT WASHER

BASE PLATE

BASE DETAIL


LEVELING NUTS SHALL


HEAVY HEX NUT

C ANCHOR BOLT

TYPICAL LEVELING

(NOT TO SCALE)

4"

PR

OJE

CT

ION

L

DETAIL 1

711 711

1. ANCHOR BOLTS AND

TEMPLATES SHALL

BE PROVIDED BY

STEEL SUPPLIER.

NOTES:

T.O.C. AS NOTED ON

DWG. RN-5-0700-F-L 3-#4 TIES PER SET

4 SETS PER PEDESTAL

(NOT TO SCALE)

SECTION B

711 711

2"(TYP)

16-#6 DOWELS

EQUALLY SPACED

12"3'-5"

2'-3"2'-3"

2'-6"

2'-6"

2'-6"

8'-3"

2'-3"

7'-3"

2'-6"

2'-6"

2'-3"

2'-3"2'-3"3'-9"

8'-3"

(NOT TO SCALE)

PLAN

FOUNDATION K1, K3

1 PHASE BUS SUPPORT /METERING

UNIT STAND

(2 REQUIRED)NORTH

(NOT TO SCALE)

PLAN

FOUNDATION K2, K4

1 PHASE BUS SUPPORT /METERING

UNIT STAND

(2 REQUIRED)NORTH

BACKFILL

AS SPECIFIED

CRUSHED ROCK

4 T

IE S

ET

S A

T 8

"

1

711 711

3" CL (TYP)

3"

CL

(T

YP

)

3"

CL

(T

YP

)

1'-6

"2

'-6

"

13

" T

YP

7"x7"x1 1/2"

SHEAR KEY

2" CL (TYP)

2"

CL

(T

YP

)

8-#5@12" T&B9-#5@12" T&B

B

711 711

CL ØA LOWBUS SUPPORT

0'-5 1/2"

SECTION A

711 711

A

711 711

CL

C

711 711

3/4" CHAMFER (TYP)


RN-5-0700-F-L

3-#4TIES PER SET

4 SETS PER PEDESTAL

(NOT TO SCALE)

SECTION C

711 711

2"(TYP)

8-#6 DOWELS

EQUALLY SPACED

12"3'-5"

2'-0"

2'-0

"

2'-6"

2'-6

"

3'-9"

2'-6"

2'-3"

2'-3"

ISSUED FOR

BID

ISSUED FORPRB BPB


0 08/04/06

2'-0"

2'-6"

2'-6"

3'-6"

A

711 711

2'-0"

2'-6"

2'-0"

(TYP)

0'-6"

(TYP)

2'-0"

0'-5 1/2"

(TYP)

0'-6"

(TYP)

2'-6"

ØC LOWBUS

SUPPORT

3'-6"

7'-3"


9'-0"

4'-6"

4'-6"

0'-8"

0'-8"

9'-0"

4'-6" 4'-6"

0'-8" 0'-8"

PLAN

FOUNDATION AH (STR H)

138-kV 3-PHASE BUS SUPPORT

(1 REQUIRED) NORTHSCALE: 12"=1'-0"

SECTION D

711 711

3" CL.

(TYP)

3"

CL

.

2'-3

"2

" C

L.

12-#6 EQ. SP. EACH WAY, T&B T.O.C. EL. AS NOTED ON

DWG. RN-5-0700-F-L

SCALE: 12"=1'-0"

ANCHOR BOLT (REV. 1)

(NOT TO SCALE)

D

5"

TH

RE

AD

S

1'-1

0"

DETAIL 2

711 711

TACKWELD

2"

GTD AH1 02/15/19

D

711 711

4 - 114" DIA. x 1'-10" LONG F1554

GR. 105. BOLTS. SEE DETAIL 2

CL

CL

5"

PR

OJ.


THIS ITEM HAS BEEN



ON 03/25/19 USING A








NOTES (REV 1):








PER ASTM F2329



2

711711

ADDED FDN AHADDED NOTES.ISSUED FOR BID.


REV. NO.DRAWING NUMBERJOB NUMBER

PC/PM

DATE:

CHK'D BY:DRAWN BY:

THIS DRAWING OR BILL OF MATERIAL IS CONFIDENTIAL AND MAY

NOT BE LOANED, REPRODUCED OR COPIED, EITHER WHOLLY OR

IN PART, OR MADE PUBLIC IN ANY MANNER WITHOUT THE

WRITTEN CONSENT OF DIS-TRAN PACKAGED SUBSTATIONS,

LLC.--ALL RIGHTS OF DESIGN OR INVENTION ARE RESERVED.

SCALE:

REGISTERED PROFESSIONAL ENGINEER STAMP

REV. MADE BY CHECKED BY PC/PM DATEREVISION DESCRIPTION

138/13.2KV RENAISSANCE SUBSTATION ADDITIONCITY OF HOMESTEADCITY OF HOMESTEADHOMESTEAD, FL 33030

5492

ANCHOR BOLT PLAN VIEW

AS NOTED 12/3/18

WWC HAW DP

500 10 ISSUED FOR FINAL BAB HAW CH 1/14/19

1 ISSUED FOR CONSTRUCTION JMW 2/25/19

DIS-TRAN PACKAGED SUBSTATIONS, LLC.FLORIDA COA# 27071

ANCHOR BOLT PLAN VIEWSCALE: 1/8"=1'-0"

6'-0"

6'-0"

6'-0"

6'-0"

6'-0"

6'-0"

6'-0"

6'-0"

13'-0"

13'-0"

6'-0"

5'-0"

5'-0"

8'-0"

17'-0"17'-0"10'-0"8'-0"8'-0"15'-0"14'-0"24'-0"14'-0"20'-0"15'-0"10'-0"10'-0"10'-0"15'-0"10'-0"

91316

"

4'-6"

4'-6"

3'-0"

3'-0"

XFMR

A

A

LVBKR1A

A

B

CS

CS D

D D

D D

D

C

EXISTING BUSSUPPORT FND.



EXISTING SWITCHSTAND FND.




EXISTING CIRCUIT BREAKER FND.TO BE REUSED FOR STR.-H.

LVBKR2

G

E

G

LVBKR2E

G

LVBKR2E

G

LVBKR2E

G

LVBKR1

EXISITING DISTRIBUTIONSTRUCTURE FND.

H

138/13.2KV RENAISSANCE SUBSTATION ADDITION

LEGEND:

- STRUCTURE DESIGNATION

- ANCHOR ORIENTATION

- EXISTING

Scale

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1 141312111098765432

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ofsheet sheets

project contract

rev.drawing

file

ckd

CIT

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OF

H OME

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D

F L O R I D A

H P S

ENERGY

CO

PYR

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T ©

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NG

INE

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ING

CO

MP

AN

Y, IN

C.

12/03/18 WWC

DP HAW

CITY OF HOMESTEAD


PLAN VIEW

100486 RFQ 201307

RN-5-2500 0

1 1

RN-5-5492-2500.DWG

2019

ISSUED FOR BID.DP HAW0

ISSUED FOR

BID


Scale

For

Mic

rofilm

ing

Inches

Mill

imete

rs


1 141312111098765432

J

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F

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D

C

B

A

date detailed

checkedpc/pm

ofsheet sheets

project contract

rev.drawing

file

ckd

CIT

Y

OF

H OM E

ST

EA

D

F L O R I D A

H P S

ENERGY

CO

PYR

IGH

T ©

B

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& M

cD

ON

NE

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NG

INE

ER

ING

CO

MP

AN

Y, IN

C.

12/03/18 WWC

DP HAW

CITY OF HOMESTEAD


PLAN VIEW

100486 RFQ 201307

RN-5-2501 0

1 1

RN-5-5492-2501.DWG

2019

ISSUED FOR BID.DP HAW0

ISSUED FOR

BID
