A_-_25-01-ITB_-_Attachment_A_-_Civil_Plans.pdf

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ENGINEER CERTIFICATION

DATE:

FL. REG. NO. 47048

SHEET

FL. REG. NO. 57605

WILLIAM P. STODDARD

JODAH B. BITTLE

FL. REG. NO. 57396

JOSEPH W. SCHULKE

PROJECT NO.

J.

W .S

W

JF

J.

W .S

N .T .S

BACKSTOP TO

BE REPLACED

SEE SHEET C-2

BACKSTOP TO

BE REPLACED

SEE SHEET C-2

BACKSTOP TO

BE REPLACED

SEE SHEET C-2

BACKSTOP TO

BE REPLACED

SEE SHEET C-2

SHEET LIST TABLE

SHEET

NUMBER SHEET TITLE

C-1 SITE PLAN - BASEBALL BACKSTOP BARBER STREET COMPLEX

C-2 SITE PLAN & SECTIONS - BASEBALL BACKSTOP

C-3 FENCE DETAILS - BASEBALL BACKSTOP

SPECIFICATIONS & STRUCTURAL DETAILS - BASEBALL BACKSTOPC-4

VICINITY MAP

SITE

N

TULIP DR.

BARBER ST.

ROSEBUSH TERRACE

PERSIAN LN.

Docusign Envelope ID: 8457316A-98F2-4D84-B104-239BDB39F2BD

10/1/2024

X

AutoCAD SHX Text THE DRAWINGS ARE THE PROPERTY OF THE ENGINEER. WHETHER THE PROJECT FOR WHICH THEY ARE MADE IS EXECUTED OR NOT. COPY OR USE FOR OTHER PROJECTS IS PERMITTED ONLY BY WRITTEN CONTRACT WITH THE ENGINEER. UNAUTHORIZED USE WILL BE PROSECUTED PURSUANT TO THE COPYRIGHT LAWS.

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CIVIL & STRUCTURAL ENGINEERING LAND PLANNING ENVIRONMENTAL PERMITTING

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CERTIFICATION OF AUTHORIZATION NO.: 00008668

AutoCAD SHX Text 24-095

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SITE PLAN

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CITY OF SEBASTIAN

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SPORTS COMPLEX

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SEBASTIAN, FLORIDA

AutoCAD SHX Text C-1

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BASEBALL BACKSTOPS BARBER STREET SPORT COMPLEX

A C-2

SECTION THRU BACKSTOP

SCALE: 1" =5'

PRESS BOX

25'±

B C-2

SECTION THRU FENCE @ 1st & 3rd BASE LINE

SCALE: 1" =5'

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ENGINEER CERTIFICATION

DATE:

FL. REG. NO. 47048

SHEET

FL. REG. NO. 57605

WILLIAM P. STODDARD

JODAH B. BITTLE

FL. REG. NO. 57396

JOSEPH W. SCHULKE

PROJECT NO.

J.

W .S

W

JF

J.

W .S

1"

A C-2

20'±

REMOVE AND

REPLACE

BACKSTOP

45'±

REMOVE AND

REPLACE

BACKSTOP

45'± R

EM

O

VE AN

D

R

EPLAC

E

BAC

KSTO

P

HOME PLATE

TIP OF HOME PLATE

B C-2

B C-2

6 5/8"Ø GALV. PIPE GROUP 1A

HIGH STRENGTH 50 KSI YIELD W/CAP

2" - 9 GA. CHAIN LINK

FENCE (GALV.)

FOOTING

EXISTING

CONCRETE

SLAB

2" - 9 GA. CHAIN LINK

FENCE (GALV.)

SEE DETAIL A

SEE DETAIL A

DETAIL A

2" - 9 GA. CHAIN LINK

FENCE (GALV.)

FOOTING

PLAYING FIELD

PLAYING FIELD

EXISTING

CONCRETE

SLAB

FILL WITH

2" TO 4" STONE

4"±

1 2" M

IN

4"

EXISTING

GRADE

1.33' (16")

OR

2' (24")

O

PT

IO

N

AL

8.

.5

F O

R

6" Ø

F O

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TE

R 6.

F O

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4" Ø

F O

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DISTURBED INFIELD SOIL

TO BE REPLACED IN KIND

(4" MINIMUM DEPTH)

DISTURBED INFIELD SOIL

TO BE REPLACED IN KIND

(4" MINIMUM DEPTH)

DISTURBED INFIELD SOIL

TO BE REPLACED IN KIND

(4" MINIMUM DEPTH)

2" TO 4" STONE

2" TO 4" STONE

3000 PSI CONCRETE

EXISTING NETTING DETACH AND

RE-ATTACH TO NEW FENCE

EXISTING NETTING DETACH AND

RE-ATTACH TO NEW FENCE

EXISTING NETTING DETACH AND

RE-ATTACH TO NEW FENCE

EXISTING NETTING DETACH AND

RE-ATTACH TO NEW FENCE

EXISTING CONDITION/DEMO DETAIL

EXISTING

CONCRETE SLAB

(TO REMAIN)

PLAYING FIELD

8"±

REMOVE EXISTING CHAINLINK

FENCE AND RAILS

REMOVE FOOTING

(UNDETERMINED DEPTH)

CONTRACTOR SHALL COORDINATE WITH

C.O.S. PUBLIC WORKS AND CAREFULLY

LOCATE EXISTING MECHANICAL, ELECTRICAL

AND PLUMBING IN VICINITY OF THE WORK

CONTRACTOR SHALL COORDINATE WITH

C.O.S. PUBLIC WORKS AND CAREFULLY

LOCATE EXISTING MECHANICAL, ELECTRICAL

AND PLUMBING IN VICINITY OF THE WORK

4"±

EXISTING

CONCRETE

SLAB

EXISTING

CONCRETE

SLAB

SAW-CUT EXISTING SLAB

AND REPAIR WITH NEW

CONCRETE IN KIND

16"Ø OR 24"Ø FOOTER

SECTION C

C

SAW-CUT EXISTING SLAB

AND REPAIR WITH NEW

CONCRETE IN KIND

EXISTING 4" POLE

(TO BE REMOVED)

6 5/8"Ø GALV. PIPE GROUP 1A

HIGH STRENGTH 50 KSI YIELD

6 5/8"Ø GALV. PIPE GROUP 1A

HIGH STRENGTH 50 KSI YIELD W/CAP

6 5/8"Ø GALV. PIPE GROUP 1A

HIGH STRENGTH 50 KSI YIELD

Docusign Envelope ID: 8457316A-98F2-4D84-B104-239BDB39F2BD

10/1/2024

X

AutoCAD SHX Text THE DRAWINGS ARE THE PROPERTY OF THE ENGINEER. WHETHER THE PROJECT FOR WHICH THEY ARE MADE IS EXECUTED OR NOT. COPY OR USE FOR OTHER PROJECTS IS PERMITTED ONLY BY WRITTEN CONTRACT WITH THE ENGINEER. UNAUTHORIZED USE WILL BE PROSECUTED PURSUANT TO THE COPYRIGHT LAWS.

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CIVIL & STRUCTURAL ENGINEERING LAND PLANNING ENVIRONMENTAL PERMITTING

AutoCAD SHX Text

CERTIFICATION OF AUTHORIZATION NO.: 00008668

AutoCAD SHX Text 24-095

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CITY OF SEBASTIAN

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SPORTS COMPLEX

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SEBASTIAN, FLORIDA

AutoCAD SHX Text C-2

AutoCAD SHX Text inch = ft.

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( IN FEET )

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GRAPHIC SCALE

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SITE PLAN (10 SCALE) AND SECTIONS BASEBALL BACKSTOPS BARBER STREET SPORT COMPLEX

3 SPACES @ 8.33' = 25'

6 SPACES @

7.5' = 45'

135°135°

6 S

PACES @

7.

5'

= 4 5'

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ENGINEER CERTIFICATION

DATE:

FL. REG. NO. 47048

SHEET

FL. REG. NO. 57605

WILLIAM P. STODDARD

JODAH B. BITTLE

FL. REG. NO. 57396

JOSEPH W. SCHULKE

PROJECT NO.

J.

W .S

W

JF

J.

W .S

A S

N O T E D

FINISH GRADE

6" BRACE BAND (TYP)

6" OD POST

16" HEX NUT (TYP)

2" OD PIPE (TYP)

16" X 2 1

2" CARRIAGE BOLT

(TYP)

16" X 1 1

2" CARRIAGE BOLT

(TYP AT BRACE BANDS)

2" RAIL END

OFFSET LUG (TYP)

CHAINLINK FABRIC

16" X 1 "

CARRIAGE BOLT &

NUT

6" OD POST

" X 3

4" TENSION BAR . ONE PIECE LENGTH EQUAL TO 2"

LESS THAN FULL HEIGHT OF FABRIC.

BRACE AND TENSION BAND

RAIL CONNECTION (NTS) FABRIC CONNECTION (NTS)

BACKSTOP PLAN VIEW

CORNER POST

LINE POST

END POST

2" O.D. RAILS (TYP)

2" O.D. RAILS

2"

4'

A C-3

SECTION A

8' 8'

CHAINLINK BASEBALL BACKSTOP

N.T.S.

2" - 9 GA. CHAINLINK

FABRIC (TYP)

2" - 9 GA. CHAINLINK

FABRIC (TYP)

O

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6" Ø

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.8

F O

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4" Ø

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FENCE POST FOOTING FOR BASEBALL BACKSTOP

N.T.S.

.3 3'

8"

EXISTING CONCRETE SLAB

EXISTING GRADE

2"

3000 PSI CONCRETE FOOTING

MINIMUM 28 DAY COMPRESSIVE

STRENGTH

2" O.D. RAILS

4"

2"

M

AX

. 1 5"

O .C

INTENT IS TO PLACE BACKSTOP IN SAME

LOCATION AS EXISTING BACKSTOP

DOME POST

TOP CAP2" O.D. TOP RAIL

2" O.D. RAILS (TYP)

2" O.D. RAIL

9 GA. WIRE TIES 15" O.C.

O

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6" Ø

F O

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R 6.

F O

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4" Ø

F O

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3/8"Ø GALV. STEEL TRUSS ROD

W/TURNBUCKLE (TYP AT EACH

END AND CORNER)

3/8"Ø GALV. STEEL TRUSS ROD

W/TURNBUCKLE (TYP)

2" O.D. RAILS

3/8"Ø GALV. STEEL TRUSS ROD

W/TURNBUCKLE (TYP)

6 5/8"Ø GALV. PIPE GROUP 1A

HIGH STRENGTH 50 KSI YIELD

6 5/8"Ø GALV. PIPE GROUP 1A

HIGH STRENGTH 50 KSI YIELD

6 5/8"Ø GALV. PIPE GROUP 1A

HIGH STRENGTH 50 KSI YIELD W/CAP

1.33' (16")

OR

2' (24")

O

PT

IO

N

AL

8.

.5

F O

R

6" Ø

F O

O

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R 6.

F O

R

4" Ø

F O

O

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R

8"

Docusign Envelope ID: 8457316A-98F2-4D84-B104-239BDB39F2BD

X

10/1/2024

AutoCAD SHX Text THE DRAWINGS ARE THE PROPERTY OF THE ENGINEER. WHETHER THE PROJECT FOR WHICH THEY ARE MADE IS EXECUTED OR NOT. COPY OR USE FOR OTHER PROJECTS IS PERMITTED ONLY BY WRITTEN CONTRACT WITH THE ENGINEER. UNAUTHORIZED USE WILL BE PROSECUTED PURSUANT TO THE COPYRIGHT LAWS.

AutoCAD SHX Text

CIVIL & STRUCTURAL ENGINEERING LAND PLANNING ENVIRONMENTAL PERMITTING

AutoCAD SHX Text

CERTIFICATION OF AUTHORIZATION NO.: 00008668

AutoCAD SHX Text 24-095

AutoCAD SHX Text

CITY OF SEBASTIAN

AutoCAD SHX Text

SPORTS COMPLEX

AutoCAD SHX Text

SEBASTIAN, FLORIDA

AutoCAD SHX Text C-3

FENCE DETAILS BASEBALL BACKSTOPS BARBER STREET SPORT COMPLEX

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ENGINEER CERTIFICATION

DATE:

FL. REG. NO. 47048

SHEET

FL. REG. NO. 57605

WILLIAM P. STODDARD

JODAH B. BITTLE

FL. REG. NO. 57396

JOSEPH W. SCHULKE

PROJECT NO.

W P S

W

JF

W P S

A S

N O T E D

2" - 9 GA. CHAIN LINK

FENCE (GALV.)

EXISTING

CONCRETE

SLAB

FILL WITH

2" TO 4" STONE

4"±

1 2" M

IN

4"

EXISTING

GRADE

DISTURBED INFIELD SOIL

TO BE REPLACED IN KIND

(4" MINIMUM DEPTH)

4"±

EXISTING

CONCRETE

SLAB

EXISTING

CONCRETE

SLAB

SAW-CUT EXISTING SLAB

AND REPAIR WITH NEW

CONCRETE IN KIND (3000 PSI)

SECTION C

C

SAW-CUT EXISTING SLAB

AND REPAIR WITH NEW

CONCRETE IN KIND (3000 PSI)

#3 TIES

6 - #4 REBAR

(TYP 6 PLACES)

#3 TIES

#4 REBAR

#4 REBAR

SECTION 02802

CHAIN LINK FENCE

GENERAL

Description

The contractor shall furnish all labor, materials, equipment, and incedentals required to install chain link fence at the location(s) and to the height designated on the plans.

Quality Assurance

Comply with standards of the Chain Link Fence Manufacturer's Institute for chain link fence fabric and Industrial Steel Specifications for fence posts, gates and accessories, and as herein specified.

Provide each type of steel fence and gates as a complete unit produced by a single manufacturer, including necessary erection accessories, fittings and fastenings.

Submittals

Samples: provide representative samples of chain link fabric (1' x 1' minimum), framework and fittings.

Shop Drawings: Schematic drawing showing layout of fence location with dimensions, elevation, footing, details of attachments, and list any proposed deviations from owner's plan.

Product Data: Manufacturer's catalog cuts, specifications, installation instructions and maintenance data.

PRODUCTS

1. Chain link, No. 9 gauge, 2" mesh.

Steel Chain Link Fabric: 9 gauge core, 2” mesh, 1290 lbf wire break strength, fabric salvage knuckle finish top and bottom; Zinc-Coated Steel Fabric: ASTM A392 hot dipped galvanized before weaving (GBW) or after weaving (GAW); Class 2 - 2.0 oz/ft² (610 g/m²)

2. Round steel pipe and rail: Schedule 40 standard weight pipe, in accordance with ASTM F1083, 1.8 oz/ ft² (550 g/m²) hot dip galvanized zinc exterior and 1.8 oz/ft² (550 g/m²) hot dip galvanized zinc interior coating.

- Rails: 2" regular grade, 30,000 psi

- Posts: 6 5/8"; group 1A, 50,000 psi

1. Line post: 6 58/” outside diameter

2. End, Corner, Pull post: 6 5/8” outside diameter

3. Top, brace, bottom and intermediate rails, 1.92” outside diameter, 2.72 lb/ft

3. Tension Wire: Metallic Coated Steel Marcelled Tension Wire: 7 gauge core (0.177 in.) (4.50 mm) marcelled wire complying with ASTM; Type II Zinc-Coated, ASTM A817 Class 5 - 2.0 oz/ft² (610 g/m²)

4. Fittings

A.Tension and Brace Bands: Galvanized pressed steel complying with ASTM F626, minimum steel thickness of 12 gauge (0.105 in.) (2.67 mm), minimum width of 3/4 in. (19 mm) and minimum zinc coating of 1.20 oz/ft² (366 g/m²). Secure bands with 5/16 in. (7.94 mm) galvanized steel carriage bolts.

B.Terminal Post Caps, Line Post Loop Tops, Rail and Brace Ends, Boulevard Clamps, Rail Sleeves: In compliance to ASTM F626, pressed steel galvanized after fabrication having a minimum zinc coating of 1.20 oz/ft² (366 g/m²).

C.Truss Rod Assembly: In compliance with ASTM F626, 3/8 in. (9.53 mm)) diameter steel truss rod with a pressed steel tightener, minimum zinc coating of 1.2 oz/ft² (366 g/m²), assembly capable of withstanding a tension of 2,000 lbs. (970 kg).

D.Tension Bars: In compliance with ASTM F626. Galvanized steel one-piece length 2 in. (50 mm) less than the fabric height. Minimum zinc coating 1.2 oz. /ft² (366 g/m²).

*[Bars for 2 in. (50 mm) and 1 ¾ in. (44 mm) mesh shall have a minimum cross section of 3/16 in. (4.8 mm) by 3/4 in. (19 mm)]

5. Tie wire and Hog rings: 9 gauge core (0.148) (3.76 mm) steel Galvanized Before Weave (GBW) with preformed power fastened wire ties and 11 gauage preformed hog rings having minimum zinc coating 1.20 oz/ft² (366 g/m²) per

ASTM F626.

9 gauge galvanized wire shall be spaced 12" O.C. for tying fabric to line posts and 9 gauge galvanized wire spaced 15" O.C. for tying fabric to rails and braces. Use 11 gauge hog rings spaced 24" O.C. for tying fabric to tension wire

6. Concrete : concrete for post footings shall have a 28-day compressive strength of 2,500 psi. (17.2 MPa).

EXECUTION

Preparation

Surveying, clearing, grubbing, grading and removal of debris for the fence line or any required clear areas adjacent to the fence

In areas to be graded by others, wait until finished grading is completed before beginning fence installation.

Installation

Space posts equidistant in the fence line with a maximum of 10 feet on center. Posts shall be set plumb in concrete footings in accordance with ASTM F567.

Earth: Excavate holes 16" in diameter for end, pull, corner and gate posts, and 16" in diameter for line posts, depth per plan. Set posts in center of hole, set steel reinforcement (if required per plan) and cast 2500 psi concrete in ground.

Vibrate or tamp for consolidation. .

Check each post for vertical and top alignment. When directed, set posts perpendicular to ground surface.

Locate corner posts at corners and at changes in direction. Use pull posts at all abrupt changes in grade and at intervals no greater than 500 feet. On runs over 500 feet, space pull posts evenly between corner or end posts. On long curves, space pull posts so that the strain of the fence will not bend the line posts.

Provide top, bottom and intermediate horizontal rail bracing between all terminal posts, corner posts, pull posts and adjacent line posts as per plan.

Provide truss rods with turnbuckle attachment and install diagonally between terminal posts, corner posts, pull posts and adjacent line posts where depicted on plans.

Attach fabric to security side of fence after concrete has cured a minimum of 7 days. Maintain a 2-inch clearance above finished grade. Thread stretcher bars through fabric and secure to posts with metal band 15" O.C. Pull fabric taut and securely tie to posts, rails and tension wires in order to maintain tension after pulling force is released.

Install nuts for tension band and hardware bolts on side of fence opposite fabric side. Peen ends of bolts or score threads to prevent removal of nuts.

Install gates plumb and level and adjust for full opening without interference. Install ground-set items in concrete for anchorage, as recommended by fence manufacturer. Adjust hardware for smooth operation and lubricate where necessary.

Support bottom edge of fabric with coil spring tension wire. Weave tension wire through fabric or fasten with hog rings spaced 24" O.C. Tie tension wire to posts with 6 gauge appropriately coated wire.

Restore disturbed ground areas to original condition.

3000 PSI CONCRETE

6 5/8"Ø GALV. PIPE GROUP 1A

HIGH STRENGTH 50 KSI YIELD

6 5/8"Ø GALV. PIPE GROUP 1A

HIGH STRENGTH 50 KSI YIELD

1.33' (16")

OR

2' (24")

8"

16"Ø OR 24"Ø FOOTER

#3

T

IE

S

" O

.C

#3

T

IE

S

2"

O .C

.O

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8.

.5

F O

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6" Ø

F O

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R 6.

F O

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4" Ø

F O

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#3 TIES

#3 TIES

Docusign Envelope ID: 8457316A-98F2-4D84-B104-239BDB39F2BD

10/1/2024

X

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M-16 AT INTERSECTING WALLS FIFTY PERCENT OF THE MASONRY SHALL

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HEIGHT OF MASONRY WALLS. PROVIDE CLEAN-OUT HOLES AT BASE

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OF FILLED CELL WHEN THE CONCRETE POUR EXCEEDS 5 FEET IN

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M-17 REFER TO TYPICAL WALL SECTIONS FOR MAXIMUM CONSTRUCTION

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M-20 ALL REINFORCED CELLS ARE TO BE CLEAN AND FREE OF ANY FOREIGN

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AND SHALL CONTAIN AT LEAST ONE CROSS WIRE OF EACH PIECE

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M-15 JOINT REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AT SPLICES

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REINFORCEMENT ABOVE GRADE BEAM AND ABOVE EACH FLOOR

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M-11 REINFORCING BARS SHALL BE LAPPED 48 BAR DIAMETERS WHERE

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BARS SHALL NOT BE LESS THAN ONE BAR DIAMETER OR 1". CENTER

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TYPE CELL CAPS. PROVIDE CORNER BARS AT ALL BEAM CORNERS

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DRAWINGS AT EACH FLOOR AND THE ROOF. USE GALVANIZED MESH

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SHALL BE PROVIDED IN ALL WALLS SHOWN ON THE STRUCTURAL

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M-7 A REINFORCED CONCRETE TIE BEAM OR MASONRY TIE BEAM

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M-13 PLACE ALL MASONRY IN RUNNING BOND WITH 3/8" MORTAR JOINTS.

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CLEARANCE OF 1/2" FROM MASONRY. THE CLEAR DISTANCE BETWEEN

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AND BOTTOM OF BAR AND AT 8'-0" OC MAXIMUM WITH A MINIMUM

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M-19 VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP

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D. AT ANCHORAGE OF CONNECTIONS OR BEARING OF BEAMS

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(DUR-O-WALL OR EQUAL) IN BED JOINTS AT 16" O.C. MEASURED

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M-14 PROVIDE HORIZONTAL WALL REINFORCEMENT 9 GA. LADDER TYPE

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M-9 VERTICAL REINFORCING FOR FILLED CELLS SHALL CONFORM TO

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M-12 PROVIDE FULL MORTAR BEDDING AROUND ALL FILLED CELLS WITH

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M-10 PROVIDE VERTICAL REINFORCEMENT IN GROUT FILLED CELLS:

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REDUCED IN SIZE OR STRENGTH WITHOUT PRIOR APPROVAL IN

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G-9 REVIEW ALL SHOP DRAWINGS FOR CONFORMANCE WITH THE CONTRACT

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G-8 THE ENGINEER SHALL NOT BE RESPONSIBLE FOR LAYOUT,

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G-7 THE INTENTION OF THE PLANS AND SPECIFICATIONS IS TO PROVIDE

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G-6 ALL DETAILS AND SECTIONS ON THE DRAWINGS ARE INTENDED TO BE

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G-5 COORDINATE STRUCTURAL AND OTHER DRAWINGS THAT ARE PART OF

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DOCUMENTS AND FOR COMPLETENESS AND ANSWER ALL CONTRACTOR

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REVIEW. NON-COMPLIANCE WITH THIS REQUIREMENT WILL RESULT IN

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SUBMITTING SHOP DRAWINGS TO ARCHITECT/ENGINEER FOR

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RELATED QUESTIONS. STAMP AND INITIAL ALL SHEETS PRIOR TO

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REJECTION OF SUBMITTAL.

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WRITING FROM THE STRUCTURAL ENGINEER.

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ELECTRICAL, PLUMBING, DUCTWORK, ETC.)

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ACCURATELY LAYOUT, COORDINATE, DETAIL, FABRICATE AND

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CONTRACTOR NOR SUBCONTRACTORS FROM THEIR RESPONSIBILITY TO

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WHOLE OR ANY PART IN SHOP DRAWINGS SHALL NOT RELIEVE THE

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SHOP DRAWINGS. USE OF CONTRACT DRAWINGS REPRODUCED IN

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REPRODUCTION AND USE OF CONTRACT DRAWINGS FOR ERECTION AND

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DIMENSIONAL ERRORS OR DISCREPANCIES RESULTING FROM THE

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CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE

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WHEN SPECIFIC INFORMATION IS MISSING OR IS IN CONFLICT. THE

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ALL NECESSARY DETAILS TO CONSTRUCT A COMPLETE STRUCTURE.

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SITUATION ELSEWHERE ON THE PROJECT EXCEPT WHERE A SEPARATE

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TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR

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ITEMS WHICH MAY AFFECT THE STRUCTURAL DRAWINGS (I.E. MECHANICAL,

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THE CONTRACT DOCUMENTS FOR ANCHORED, EMBEDDED OR SUPPORTED

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INSTALL A COMPLETE STRUCTURE.

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ARCHITECT/ENGINEER.

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DETAIL IS SHOWN.

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PLACEMENT OF COLUMNS, BEAMS AND SLABS FOR THE SAME STORY.

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MORTAR SHALL CONFORM TO ASTM C270 (PROPORTION OR PROPERTY

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TYPE II. MINIMUM NET COMPRESSIVE UNIT STRENGTH OF 2000 PSI

AutoCAD SHX Text b.) 1/4" MAXIMUM AGGREGATE SIZE

AutoCAD SHX Text a.) 2500 PSI AT 28 DAYS

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M-6 COARSE GROUT SHALL CONFORM TO ASTM C476:

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AND TYPE "S" MORTAR FOR BELOW GRADE APPLICATIONS.

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ALL MASONRY UNITS SHALL BE LAID PRIOR TO CONCRETE

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SPECIFICATIONS FOR REFERENCE AT THE JOBSITE.

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M-4 USE TYPE "M" MORTAR FOR ABOVE GRADE APPLICATIONS

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M-3 STRUCTURE HAS BEEN DESIGNED AS A BEARING WALL STRUCTURE.

AutoCAD SHX Text TO PROVIDE NET AREA COMPRESSIVE STRENGH OF MASONRY (Fm')

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M-5 MASONRY UNITS SHALL CONFORM TO ASTM C90, NORMAL WEIGHT,

AutoCAD SHX Text c.) 8" TO 11" SLUMP

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OF 1500 PSI.

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SPECIFICATION)

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REQUIREMENTS FOR MASONRY STRUCTURES" (ACI/ASCE 530-02) AND

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EXCEPT AS AMENDED BELOW.

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"SPECIFICATIONS FOR MASONRY STRUCTURES" (ACI/ASCE 530.1-02)

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M-2 CONTRACTOR SHALL OBTAIN COPY OF MASONRY CODE AND

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M-1 MASONRY CONSTRUCTION SHALL CONFORM TO ACI "BUILDING CODE

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%%UMASONRY

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G-3 IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROTECT EXISTING

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G-2 THE MASONRY WALLS ARE NOT DESIGNED TO WITHSTAND TEMPORARY

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G-1 REVIEW ALL PROJECT DOCUMENTS PRIOR TO FABRICATION AND START

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%%UGENERAL NOTES

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D-4 SEISMIC: ZONE 0

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G-4 NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR OTHERWISE

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CONSTRUCTION PHASE OF THIS PROJECT.

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FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE

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AT ALL TIMES TO MAINTAIN WALL STABILITY DURING THE

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CONSTRUCTION LOADS. IT IS THE CONTRACTOR'S RESPONSIBILITY

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STRUCTURAL ENGINEER PRIOR TO PROCEEDING WITH WORK.

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OF CONSTRUCTION. REPORT ANY DISCREPANCIES TO ARCHITECT OR

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DURING CONSTRUCTION.

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%%USTRUCTURAL DESIGN CRITERIA

AutoCAD SHX Text D-3 ULTIMATE DESIGN WIND SPEED, Vult: 160 MPH (3 SECOND GUST)

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HEIGHT, H: 20.0 FT

AutoCAD SHX Text WIND EXPOSURE CATEGORY: c

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PLACEMENT USING A "PENCIL" TYPE VIBRATOR.

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M-18 GROUT FOR FILLED CELLS SHALL BE VIBRATED DURING

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MATERIAL OR DEBRIS.

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BARS IN WALLS UNLESS NOTED OTHERWISE.

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BE LAID IN OVERLAPPING MASONRY BONDING PATTERN

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OF REINFORCEMENT IN THE LAPPED DISTANCE.

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UNLESS NOTED OTHERWISE.

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SPLICED AND SHALL BE WIRED TOGETHER. LAP VERTICAL

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VERTICAL REINFORCING.

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HEIGHT.

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VERTICALLY.

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M-8 UNLESS NOTED OTHERWISE, TIE BEAMS SHALL BE EITHER

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TO MATCH HORIZONTAL BARS.

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C. AT ALL CORNERS AND INTERSECTIONS

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A. AS SHOWN ON THE DRAWINGS

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B. 32" O.C. MAXIMUM SPACING SEE DETAILS

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ASTM 615

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a. 8"X16" CONCRETE TIE BEAM

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REINFORCED WITH (2) #5 TOP AND BOTTOM AND

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A. STRUCTURE IS ASSUMED TO BE FREE STANDING SOLID WALL.

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MANUFACTURERS RECOMMENDATIONS FOR INSTALLATION OF

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COMPONENTS AND CLADDING FOR HURRICANE PRONE REGIONS.

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SPECIFICATIONS AND INSPECTIONS REQUIRED TO COMPLY WITH

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B. OWNER OR CONTRACTOR SHALL OBTAIN NECESSARY INSTALLATION

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ASSUMPTIONS:

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BOTH SHALL BE CONSIDERED SATISFACTORY, PROVIDED THE MINIMUM

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LESS THAN APPLICABLE SPECIFICATION REQUIREMENTS IN THE

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WEIGHT OF A HAND-WIRE-BRUSHED TEST SPECIMEN ARE NOT

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RC-21 PROVIDE THE FOLLOWING CONCRETE COVERAGES OVER REINFORCING:

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WITH VAPOR BARRIER 2" CLR.

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DIRECT CONTACT WITH SOIL 3" CLR.

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FOOTINGS / GRADE BEAMS: BOTTOM AND UNFORMED EDGES

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DIMENSIONS (INCLUDING HEIGHT OF DEFORMATIONS) AND

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DEGREE HOOK (PLACED VERTICALLY) UNLESS NOTED OTHERWISE.

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CONT. TOP STEEL AT MIDSPAN UNLESS OTHERWISE SPECIFIED.

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MIN 40 BAR DIA. LAP CONT. BOTTOM STEEL OVER SUPPORT AND

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RC-20 TERMINATE ALL DISCONTINUOUS TOP BARS WITH STANDARD 90

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RC-19 LAP CONTINUOUS REINF. AS NOTED IN LAP SPLICE SCHEDULE OR

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ASTM STANDARDS REFERENCE IN ACI 318

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RC-5 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS

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k) STRENGTH TEST DATA REQUIRED TO ESTABLISH MIX DESIGN

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l) COMPLETE DETAIL AND PLACING SHOP DRAWINGS FOR ALL REINFORCING

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STEEL INCLUDING ACCESSORIES THAT HAVE BEEN REVIEWED AND STAMPED

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d) COARSE AND FINE AGGREGATE IN POUNDS/CUBIC YARD

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a) INTENDED USAGE AND LOCATION FOR EACH TYPE

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RC-10 SUBMIT COPIES OF CONCRETE MIX DESIGN TO ENGINEER FOR APPROVAL

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RC-11 ALL REINFORCEMENT SHALL BE FASTENED AND SECURED TOGETHER

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TO PREVENT DISPLACEMENT BY CONSTRUCTION LOADS OR THE PLACING

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(NON-AIR ENTRAINED), 0.47 MAXIMUM (AIR ENTRAINED)

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3000 PSI, 28 DAY COMPRESSIVE STRENGTH; W/C RATIO 0.58 MAXIMUM

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RC-8 MAXIMUM WATER TO CEMENT RATIO WHEN NO BACK-UP DATA IS AVAILABLE:

AutoCAD SHX Text FOOTINGS 4"%%p1" ASTM #57

AutoCAD SHX Text %%ULOCATION SLUMP MAX. AGGREGATE%%u

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RC-7 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 AND HAVE THE

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CEMENTITIOUS MATERIAL. DO NOT USE FOR EXPOSED SLABS

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INSTALLED IN ACCORDANCE WITH ACI 318 AND ACI DETAILING

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PLASTICIZER ADMIXTURE IF NECESSARY TO INCREASE SLUMPS

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RANGE WATER REDUCING AGENT. MINIMUM SIZE OF DISCHARGE TO

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RC-17 REINFORCEMENT WITH RUST, MILL SCALE OR A COMBINATION OF

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RC-16 ALL REINFORCING STEEL SHALL BE DETAILED, FABRICATED AND

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RC-14 A 2" I.D. DISCHARGE MAY BE USED WITH #8 AGGREGATE. USE

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RC-13 ALL PUMPED CONCRETE WITH #57 AGGREGATE IS TO CONTAIN A HIGH

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RC-12 THE USE OF JITTERBUGS TO CONSOLIDATE CONCRETE WILL NOT BE

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RC-9 FLYASH, WHEN USED, SHALL BE LIMITED TO 20% OF THE

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c) CEMENT CONTENT IN POUNDS-PER-CUBIC YARD

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PERMITTED.

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MANUAL, ACI-315 LATEST EDITION.

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BEYOND THAT NOTED ABOVE.

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BE 4" I.D.

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i) ADMIXTURE TYPE AND MANUFACTURER

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j) PERCENT ADMIXTURE BY WEIGHT

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BY THE GENERAL CONTRACTOR

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e) WATER CEMENT RATIO BY WEIGHT

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f) CEMENT TYPE AND MANUFACTURER

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OF CONCRETE

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h) AIR CONTENT

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g) SLUMP RANGE

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RC-6 USE REGULAR WEIGHT CONCRETE.

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b) MIX DESIGN FOR EACH TYPE

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INFORMATION SHALL INCLUDE:

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FOLLOWING SLUMPS & AGGREGATE REQUIREMENTS:

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ACCORDANCE WITH THE ACI "BUILDING CODE REQUIREMENTS FOR

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RC-2 PROVIDE (4) TEST CYLINDERS FOR EACH 50 C.Y. OF CONCRETE

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RC-1 ALL CONCRETE DESIGN AND PLACEMENT SHALL BE IN STRICT

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%%UREINFORCED CONCRETE

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PLACED OR FRACTION THEREOF.

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STRUCTURAL CONCRETE," ACI 318-LATEST EDITION.

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LOCATION AND SIZE OF SLEEVES THROUGH BEAMS TO ENGINEER FOR

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IN CONJUNCTION WITH REVIEWED SHOP DRAWINGS FOR PLACEMENT OF

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RC-24 USE THE STRUCTURAL DRAWINGS INCLUDING REVISIONS AND ADDENDA

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REVIEW PRIOR TO CASTING CONCRETE.

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REINFORCING.

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RC-22 SLEEVE ALL PENETRATIONS THROUGH BEAMS AND SLABS

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RC-23 NO REINFORCING BARS SHALL BE CUT TO ACCOMMODATE THE

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INSTALLATION OF ANCHORS, EMBEDS OR OTHER ITEMS.

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INDIVIDUALLY. CORE DRILLING WILL NOT BE PERMITTED. SUBMIT

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RC-25 AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS & STRIP

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FOOTINGS, PROVIDE CORNER BARS OF SAME SIZE AND QUANTITY

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UNLESS NOTED OTHERWISE AS HORIZONTAL STEEL.

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b) LOCATION OF ANY CONSTRUCTION JOINT NOT SHOWN IS SUBJECT

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RC-27 THE GENERAL CONTRACTOR IS RESPONSIBLE FOR FOR PROVIDING THE

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RC-26 ALL EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE PRIOR TO

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MATERIAL SHALL BE REMOVED FROM EXCAVATION BEFORE AND DURING

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RC-31 PLACEMENT OF CONDUIT AND PIPES IN CONCRETE SHALL CONFORM TO

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RC-30 FOOTING SIZES SHOWN ARE FOR FOOTINGS CONSTRUCTED WITH SIDE

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TO REVIEW AND ACCEPTANCE BY ENGINEER,

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RC-32 CONSTRUCTION JOINTS NOT SHOWN ON THE DRAWINGS MUST BE

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AND LOCATED TO LEAST IMPAIR THE STRENGTH OF THE STRUCTURE.

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a) NO HORIZONTAL CONSTRUCTION JOINTS WILL BE PERMITTED IN

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ACI 318, SECTION 6.3.

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PLACEMENT OF CONCRETE.

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FORMS. IF SOIL MATERIAL CAN HOLD A VERTICAL SHAPE, IT CAN

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INCREASED 1" IN EACH HORIZONTAL DIRECTION. ALL SLOUGHED

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BE USED AS AN EARTH FORM PROVIDED FOOTING WIDTH IS

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SEGREGATION OF CONCRETE DURING PLACEMENT.

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AGGREGATE. ALL PRECAUTIONS SHOULD BE TAKEN TO AVOID

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OF CONCRETE TO 6'-0" FOR #57 AGGREGATE AND 8'-0" FOR #8

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VIBRATION FOR ALL CONCRETE. LIMIT MAXIMUM FREE FALL DROP

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RC-29 PLACE CONCRETE PER ACI 304. USE INTERNAL MECHANICAL

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CONSTRUCTION OF ALL FORMWORK IN ACCORDANCE WITH ACI 347.

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CONCRETE PLACEMENT.

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#3 STIRRUPS @ 18" OC

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D-1 CODES: 2023 FLORIDA BUILDING CODE, BUILDING

AutoCAD SHX Text NOMINAL DESIGN WIND SPEED, Vasd: 124 MPH (3 SECOND GUST)

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D-5 FLOOD DESIGN DATA: ZONES 'X'

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RISK CATEGORY: II

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b. (1) COURSE 8" BEAM BLOCK REINF W/ #5 FULLY

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GROUTED EA COURSE

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AND SHALL DEVELOP THE FOLLOWING MINIMUM COMPRESSIVE

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RC-3 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS

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STRENGTH AT 28 DAYS:

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ALL OTHER CONCRETE 3000 PSI

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SPREAD AND WALL FOOTINGS 3000 PSI

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FREE STANDING FENCE

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SOLIDITY: 13.7%%%

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WHICH DISTURBS THE COMPACTED SOIL BENEATH THE FOOTINGS/

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SF-6 REINFORCING SHALL BE SUPPORTED ON PRECUTS CONCRETE PADS.

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FOUNDATIONS WILL NOT BE PERMITTED.

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DOWELS FOR COLUMNS AND FILLED CELLS SHALL BE SECURED IN

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PLACE PRIOR TO POURING CONCRETE. USE TEMPLATES FOR SETTING

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SF-5 EXCAVATING UNDER OR NEAR IN-PLACE FOOTINGS/FOUNDATIONS

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SF-1

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SF-4 COORDINATE PLUMBING LINES WITH FOOTING LOCATIONS FOR

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SF-3 HORIZONTAL JOINTS IN FOOTINGS WILL NOT BE PERMITTED.

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SF-2 CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS

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%%USHALLOW FOUNDATIONS

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WALL FOOTINGS SHOULD BE STEPPED AS DETAILED ON THE

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THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. CONTINUOUS

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INTERFERENCE. INDIVIDUAL FOOTINGS CAN BE LOWERED WITH

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DOWELS OR ANCHOR BOLTS TO BE PER ACI OR AISC STANDARDS.

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ECCENTRICITY - 2". TOLERANCE FOR MISLOCATION OF COLUMN

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UNLESS OTHERWISE SHOWN ON PLANS. MAXIMUM MISPLACEMENT OR

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SOIL TO BE STRIPPED, COMPACTED AND TESTED IN ACCORDANCE WITH

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THE RECOMMENDATIONS OF THE SOILS ENGINEER AND PROJECT

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DRAWINGS.

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SPECIFICATIONS.

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COLUMN DOWELS AND ANCHOR BOLTS.

AutoCAD SHX Text THE DRAWINGS ARE THE PROPERTY OF THE ENGINEER. WHETHER THE PROJECT FOR WHICH THEY ARE MADE IS EXECUTED OR NOT. COPY OR USE FOR OTHER PROJECTS IS PERMITTED ONLY BY WRITTEN CONTRACT WITH THE ENGINEER. UNAUTHORIZED USE WILL BE PROSECUTED PURSUANT TO THE COPYRIGHT LAWS.

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CIVIL & STRUCTURAL ENGINEERING LAND PLANNING ENVIRONMENTAL PERMITTING

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CERTIFICATION OF AUTHORIZATION NO.: 00008668

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CITY OF SEBASTIAN

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SPORTS COMPLEX

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SEBASTIAN, FLORIDA

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SPECIFICATIONS & STRUCTURAL DETAILS BASEBALL BACKSTOPS BARBER STREET SPORT COMPLEX