Exhibit_K_-_Structural_Plans_26-B-51IF.pdf

BE, BUT ARE NOT LIMITED TO, THE FOLLOWING:

LATERAL LOADS TO ASSURE STABILITY. SPECIALTY ENGINEERED PRODUCTS SHALL

AND LATERAL LOADS. INTERIOR SPECIALTY PRODUCTS SHALL BE DESIGNED FOR

DESIGNED FOR THE APPROPRIATE GRAVITY LOADS AND WIND LOADS INCLUDING UPLIFT

RESUBMISSIONS AS REQUIRED. ALL SPECIALTY ENGINEERED PRODUCTS SHALL BE

SHOP DRAWINGS ARE SUBMITTED IN A TIMELY MANNER SO AS TO ALLOW REVIEWS AND

LOCATED. CONTRACTOR'S RESPONSIBILITY TO ASSURE THAT THE SPECIALTY ENGINEERED

SEALED BY A LICENSED PROFESSIONAL ENGINEER IN THE STATE WHERE THE PROJECT IS

OF SHOP DRAWINGS FOR SPECIALTY ENGINEERED PRODUCTS WHICH SHALL BE SIGNED AND

A. THE GENERAL CONTRACTOR IS RESPONSIBLE TO COORDINATE THE PROPER SUBMISSION

8. SPECIALTY ENGINEERED PRODUCTS

OTHERWISE SHOWN.

INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE UNLESS

7. ALL DETAILS, SECTIONS AND NOTES INDICATED ON THE CONSTRUCTION DOCUMENTS ARE

DRAWINGS TO PROPERLY CONSTRUCT THE PROJECT.

INFORMATION INDICATED IN THESE CONSTRUCTION DOCUMENTS WITH THE STRUCTURAL

BUILDING, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS AND COORDINATE THE

GENERAL CONTRACTOR SHALL REFER TO THE ARCHITECTURAL, PRE-ENGINEERED METAL

REQUIRED TO PROPERLY COMPLETE THE PROJECT STRUCTURE. THE

AND DO NOT BY THEMSELVES CONTAIN ALL THE INFORMATION

6. THE STRUCTURAL DRAWINGS ARE ONE DISCIPLINE OF THE CONTRACT DOCUMENTS

GENERAL CONDITIONS:

1. MISCELLANEOUS STEEL

1. 250 PSF WITH EQUIPMENT LOADS FOR SLAB-ON-GRADE

A. DESIGN FLOOR LIVE LOAD:

9. DESIGN LOADS FOLLOWING FLORIDA BUILDING CODE 2023 8TH EDITION

3.

4. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE ERECTION

PROCEDURE AND SEQUENCE TO ENSURE THE SAFETY OF THE STRUCTURE AND ITS

COMPONENT PARTS DURING ERECTION. THIS INCLUDES, BUT IS NOT LIMITED TO, THE

ADDITION OF WHATEVER TEMPORARY BRACING, GUYS, TIE-DOWNS OR SHORING MAY BE

NECESSARY. SUCH MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF

THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT.

5. IT SHALL BE THE SOLE RESPONSIBILY OF THE CONTRACTOR FOR INITIATING,

MAINTAINING AND SUPERVISING ALL SAFETY PROCEDURES . THE STRUCTURAL ENGINEER OF

RECORD IS NOT RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION OR FOR

RELATED SAFETY PROCEDURES.

FOUNDATION:

BY A QUALIFIED GEOTECHNICAL ENGINEER.

3. ALL EXCAVATIONS AND BUILDING PADS SHALL BE INSPECTED BY

A QUALIFIED GEOTECHNICAL ENGINEER TO VERIFY THE DESIGN

4. WHERE FILL IS REQUIRED, IT SHALL BE PLACED IN ACCORDANCE

5. FOOTING ELEVATIONS GIVEN ARE FOR THE PURPOSE OF DESIGN.

SOIL BELOW FOOTING NOT MEETING DESIGN BEARING PRESSURE

WITH INSTRUCTIONS OF A QUALIFIED GEOTECHNICAL ENGINEER

PRESSURE AND BACKFILLED PER SOIL REPORT RECOMMENDATIONS

TO LEVEL OF FOUNDATION BEARING. THIS SHALL BE APPROVED

TO MAINTAIN DESIGN BEARING PRESSURE.

ASSUMPTIONS AND REPORT ADVERSE CONDITIONS.

SHALL BE EXCAVATED TO A DEPTH OF VERIFIABLE DESIGN

2. THE SITE SHALL BE PREPARED UNIFORM IN ACCORDANCE WITH

CIVIL DRAWINGS, SPECIFICATIONS, SOILS REPORT AND THE ALLOWABLE

BEARING PRESSURE.

OR DISPLACEMENT OF EXISTING FOUNDATION OR STRUCTURES.

7. PROVIDE ANY BRACING OR SHORING NECESSARY TO AVOID SETTLEMENT

PIPING, ETC.

ANY MOVEMENT OR SETTLEMENT OF ADJACENT STRUCTURES, UTILITIES,

DIMENSIONS INDICATED. TAKE EVERY PRECAUTION TO GUARD AGAINST

6. ALL EXCAVATION SHALL BE KEPT DRY. EXCAVATE TO DEPTHS AND

8. BACKFILL AGAINST WALLS SHALL BE PLACED EVENLY ON EACH SIDE UNLESS SHORING

IS PROVIDED BY THE CONTRACTOR. SHORING SHALL BE THE SOLE RESPONSIBILTY

OF THE CONTRACTOR AND SHALL REMAIN IN PLACE UNTIL STRUCTURAL

ELEMENTS BRACING THE WALL ARE IN PLACE AND HAVE REACHED FULL DESIGN

STRENGTH.

TO CONSTRUCTION.

JOINT LOCATIONS SHALL BE SUBMITTED FOR REVIEW AND APPROVAL PRIOR

JOINT AND ADDITIONAL SHEAR FRICTION REINFORCING. CONSTRUCTION

MID-SPAN AND KEY JOINTED WITH REINFORCING CONTINUOUS ACROSS

15. CONSTRUCTION JOINTS IN STRUCTURAL SLABS AND BEAMS SHALL BE AT

ON DRAWINGS.

7. LAP ALL BARS MINIMUM 48 DIAMETERS UNLESS OTHERWISE NOTED

SHALL BE LAPPED AT LEAST 12 INCHES UNLESS NOTED OTHERWISE.

6. WELDED WIRE FABRIC SHALL CONFORM WITH ASTM A 185. WELDED WIRE FABRIC

ACI SPECIFICATIONS.

5. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS REQUIRED BY

CONFORMING TO ASTM A-615 GRADE 60. SUBMIT ALL REINFORCING STEEL

4. ALL REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL

CHAPTER 5 SECTION 5.3 OF ACI 318 LATEST EDITION.

CHAPTER 3, METHOD 1 OR METHOD 3. CONTRACTOR SHALL SUBMIT BACKUP DATA PER

3. CONCRETE MIX SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF ACI 301

B. CONCRETE SHALL HAVE 2 TO 4 PERCENT AIR ENTRAINMENT.

A. CONCRETE SLUMP SHALL BE 4 INCHES PLUS OR MINUS 1".

2. ALL CONCRETE SHALL BE READY MIX AND MEET THE FOLLOWING REQUIREMENTS:

1. CONCRETE MEMBERS TO HAVE THE FOLLOWING MINIMUM COMPRESSIVE STRENGTHS

CONCRETE:

AT 28 DAYS:

SHOP DRAWINGS FOR APPROVAL PRIOR TO ANY FABRICATION.

8. PROVIDE ACI STANDARD HOOKS UNLESS NOTED OTHERWISE ON DRAWINGS.

9. ALL CONCRETE WORK SHALL CONFORM TO ACI 318 LATEST EDITION

"THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE STRUCTURES", AND

ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS."

UNLESS NOTED OTHERWISE ON THE DRAWINGS.

"MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES"

10. ALL CONCRETE DETAILS SHALL CONFORM TO ACI 315 LATEST EDITION

11. CONTRACTOR SHALL REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR

LOCATIONS AND SIZES OF SLEEVES, OPENINGS, EMBEDDED ITEMS, SLAB RECESSES,

SLOPES, ECT. THESE ITEMS SHALL BE COORDINATED WITH OTHER TRADES AND INSTALLED

PRIOR TO CONCRETE PLACEMENT.

12. CONTRACTOR SHALL VERIFY ANCHOR BOLT SIZES AND LOCATIONS PRIOR TO CONCRETE

PLACEMENT.

PROVIDED AT TOP BARS AT BEAM ENDS AND SLAB EDGES.

13. BAR LENGTHS PROVIDED ON DRAWINGS DO NOT INCLUDE HOOK LENGTH. HOOKS SHALL BE

14. CONTRACTOR SHALL PROVIDE CHAIRS, BOLSTERS, SPACERS, ETC. AS REQUIRED TO SECURELY

SUPPORT REINFORCEMENT. SUPPORT ITEMS ON EXPOSED CONCRETE SHALL BE PLASTIC

SUPPORT REINFORCEMENT. TIPPED OR STAINLESS STEEL. IN HIGHLY CORROSIVE

ENVIRONMENTS, SUPPORT ITEM SHALL BE PLASTIC.

16. A COPY OF THE "FIELD REFERENCE MANUAL" ACI SP-15 LATEST EDITION

SHALL BE KEPT BY THE CONTRACTOR ON SITE.

TESTING AGENCY DIRECTLY TO THE ENGINEER OF RECORD.

17. ONE COPY OF ALL THE CONCRETE TEST RESULTS SHALL BE SUBMITTED BY THE

DRAWINGS FOR ALL FABRICATED MATERIALS TO ARCHITECT FOR

REVIEW. REPRODUCTION OF CONTRACT DRAWINGS FOR SHOP DRAWINGS

B. REVIEW OF SHOP DRAWINGS BY THE ARCHITECT/ENGINEER DOES

NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY FOR

ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF

A. THE CONTRACTOR SHALL SUBMIT, AS REQUIRED, PRINTS OF SHOP

WILL NOT BE PERMITTED.

THOSE SHOP DRAWINGS.

10. SHOP DRAWINGS:

11. THE FOLLOWING SHOP DRAWINGS SHALL BE SUBMITTED:

A. CONCRETE MIX DESIGNS

B. CONCRETE REINFORCING STEEL AND WELDED WIRE FABRIC

SPECIALITY ENGINEER REGISTERED IN THE STATE OF FLORIDA.

12. PRE-ENGINEERED ITEMS SHALL BE SUBMITTED SIGNED AND SEALED BY A

C. 5000 PSI CONCRETE SHALL HAVE A MAXIMUM WATER/CEMENT RATIO OF 0.40.

ALL OTHER CONCRETE TO HAVE MAXIMUM WATER/CEMENT RATIO OF 0.54.

SPECIAL INSPECTIONS

A. SOILS - SECTION 1705.6 PER TABLE 1705.6.

B. CONCRETE - SECTION 1705.3 PER TABLE 1705.3.

C. STEEL - SECTION 1705.2 PER TABLE 1705.2.3.

1. SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH SECTION 110 OF

FBC 2023 AND THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO

PROVIDE INSPECTIONS DURING CONSTRUCTION ON THE TYPES OF WORK LISTED UNDER

SECTION 1704. THE FOLLOWING AREAS OF WORK REQUIRE SPECIAL INSPECTIONS IN

ACCORDANCE WITH THE LISTED 2021 IBC SECTIONS/LOCATIONS:

- ALL CONCRETE INCLUDING FOOTINGS, AND SLABS........4000 PSI

1. THE FOUNDATION DESIGN OF THE STRUCTURES WAS BASED ON THE

FOLLOWING CRITERIA:

A. MAXIMUM ALLOWABLE SOIL BEARING CAPACITY: 2,000 PSF

1. SOILS REPORT PREPARED BY TIERRA, INC.

AND TESTING INC. REPORT NO: 6511-24-178 DATED: APRIL 23, 2025

WHERE DRAWINGS, SPECIFICATIONS, CODES, OR THESE NOTES DIFFER, THE

MORE STRINGENT REQUIREMENT SHALL GOVERN. PROVIDE THE HIGHER

QUALITY/STRENGTH/QUANTITY AS APPLICABLE

1. THE FOLLOWING NOTES SHALL APPLY TO ALL STRUCTURAL DRAWINGS.

2. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS AND

NOTIFY THE ENGINEER OF RECORD PRIOR TO FABRICATION AND CONSTRUCTION. FOR DIMENSIONS

NOT SHOWN ON THE STRUCTURAL DRAWINGS, SEE THE CIVIL DRAWINGS.

9" THICK REINF.

CONC. SLAB

(f'c = 4000 psi) W/

#5 AT 10" O.C. E.W.

S2

#4 BAR x3'-0" LONG

(CENTERED ON

CORNER OF TRENCH

DRAIN) TYP.

S2

(2)ADD'L #5 TOP & BOTT.

BARS EA. SIDE OF OPENING

EA. DIRECTION. EXTEND A

MINIMUM OF 2'-0" PAST

OPENING EACH END (TYP.)

9" THICK REINF.

CONC. SLAB

(f'c = 4000 psi) W/

#5 AT 10" O.C. E.W.

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

SC1

BP1

SC1

BP1

S2

S2

5B S2

5B S2

S2

5B S2

5B S2

12" DIA. CONC.

FILLED STL. GUARD

POST (TYP. OF 5)

CJ

C J

C J

C J

2'-0"

CONC.

SPEED

BUMP

2'-0"

CONC.

SPEED

BUMP

S2

6" CONC.

CURB

6" CONC.

CURB

16'-6" 11'-0" 16'-6"

44'-0"

'-0

NEW LOADING ARM

3' -6

7' -9

1'

-6

6"

'-0

6"

3'-6" 9'-3" 9'-3" 9'-3" 9'-3"

'-0

22'-0"

M

IN

. 2

SL

O

PE

M

IN

. 2

SL

O

PE

M

IN

. 2

SL

O

PE

M

IN

. 2

SL

O

PE

CL

L22'-0"

3'-0" 38'-0"

C

6" THICK REINF. CONC. SLAB

(f'c = 4000 psi) W/ #5 AT 12" O.C. E.W.

5B S2

5B S2

6" CONC.

CURB

15'-0"

'-0

19'-6" 8'-0" 16'-6"

SIM.

NOTE:

REFER TO MECH. DRAWINGS

FOR CONCRETE SLAB FINAL

LOCATION

'-1

1"

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Sheet No.

NOTE: THE SCALE OF THESE PLANS MAY HAVE CHANGED DUE TO REPRODUCTION

www.cphcorp.com A Full Service

A & E Firm

CPH Consulting, LLC.

Plans Prepared By :

THIS SHEET NOT VALID FOR

CONSTRUCTION WITHOUT COMPLETE

SET OF PLANS.

500 WEST FULTON STREET

SANFORD, FLORIDA 32771

Ph. (407) 322-6841

Drawn:

Designed:

Checked:

Project No.:

Issue Date:

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State of Florida Licenses:

Engineer No. 3215

11-25-2025

2400867

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EA

DAS

NO

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ISSUED FOR

CONSTRUCTION

S11 S11/4" = 1'-0"

TRUCK LOADING STATION FOUNDATION PLAN

N

EDUARDO AVILES-NIEVES, STATE OF

FLORIDA, PROFESSIONAL ENGINEER,

LICENSE NO. 85877.

THIS ITEM HAS BEEN DIGITALLY

SIGNED AND SEALED BY EDUARDO

AVILES-NIEVES ON THE DATE

ADJACENT TO THE SEAL. SIGNATURE

MUST BE VERIFIED ON ANY

ELECTRONIC COPIES.

1/30/2026

EDUARDO AVILES-NIEVES, PE

ED

UA

RDO A V ILES-NIEVES

PR

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FESSIONA

STATE OF

No. 85877

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SHEET 24 of 38

Eduardo Aviles U.S. United States of America I am the author of this document

2026.01.30 15:01:06-05'00'

S23/4" = 1'-0"

SECTION

CL OF TRENCH DRAIN

AND THICKENED SLAB

SLOPE SLOPE

1'-6"

TYP.

1'-6"

TYP.

WIDTH OF

TRENCH DRAIN

+1'-0" MIN.

3" C

LR

3"CLR.

3"

CLR

10 MIL. VAPOR BARRIER

(3) #5 CONT. AT DRAIN

#5 AT 16" OC

8"

5B S2

1/2" JOINT SEALANT

5B S23/4" = 1'-0"

SECTION

CONC. SLAB, SEE PLAN

FOR THICKNESS & REINF.

3" C

LR

1' -4

8" 8"

8"

1#5 CONT.

6"

#5@12" O.C.

1#5 CONT.

6"

FILL SAW CUT

W/JOINT FILLER

SL

AB

SE

E

PL

AN

SAW CUT CONTROL

JOINT TO BE 1/4 THE

SLAB THICKNESS (SHALL

BE WITHIN 12 HOURS)

REBAR REINF.

(SEE PLAN)

S23/4" = 1'-0"

SECTION

CL

CL

1'-0"

2" 11

2"

1' -0

6" 6"

9"

11 2" 11 2"

SECTION MK'D "A-A"

BASE PLATE (BP1)

TYP. SLAB CORNER REINF.

NOTE:

INSTALL BELOW UPPER LAYER

OF SLAB REINFORCING

3'-6"

(2)#4

(CTR ON CORNER)

SEE NOTE ABOVE

2" 6"

SEE PLAN FOR ADD'L

SLAB REINF.

SLAB EDGE

(2)#4 X 6'-0"

(CTR ON CORNER)

SEE NOTE ABOVE

6"

6"

2'-6"

6" 4'

-8

5' -0

GRADE LEVEL

SLOPE TO GRADE

12" DIA CONC FILLED STEEL

GUARD POST W/ BOLLARD

COVER RE: SITE & STREET

FURNISHINGS SPEC

SEALANT

30" DIA CONC AT 12"

POST

24" LONG #6 REBARS

(4 EACH POST)

S21/2" = 1'-0"

BOLLARD DETAIL

SC1

BP1

2'-0" 2'-0"

1 2"

CL

CL

S21" = 1'-0"

SECTION

4' -0

4'-0"

S2

3' -1

1 2"

6"

(16) #5 REBAR VERT.

#3 TIES @ 6" O.C.

6" CONC. CURB

2B S2

1-1/2" NON-SHRINK GROUT

S.S. BASE PLATE: PL

3/4"x12"x12" w/ (4)-5/8" DIA.

SS TYPE 316 ANCHORS

MIN. EMBED 12"

(SC1)

HSS 6x6x3/8" S.S.

SEE PLAN

CL

S21" = 1'-0"

SECTION

AA

3' -0

4'-0"

3' -0

6"

6"

(16) #5 REBAR

VERT.

#3 TIES @ 6" O.C.

(1) #5 CONT.

S23/4" = 1'-0"

SECTION

CONC. SLAB, SEE PLAN

FOR THICKNESS & REINF.

3" C

LR

8" 8"

8"

1#5 CONT.

1' -4

6"

8"

2'-0"

1/2" JOINT SEALANT

CONCRETE SPEED BUMP

#5 @ 12" O.C.

(4)#5 CONT.

S23/4" = 1'-0"

SECTION

CONC. SLAB, SEE PLAN

FOR THICKNESS & REINF.

3" C

LR

1' -4

8" 8"

8"

1#5 CONT.

2B S21" = 1'-0"

SECTION

4'-0"

3' -0

6"

6"

(16) #5 REBAR

VERT.

#3 TIES @ 6" O.C.

(1) #5 CONT. 6"1'-6"

STANDARD ACI

HOOK (TYP.)

Sheet No.

NOTE: THE SCALE OF THESE PLANS MAY HAVE CHANGED DUE TO REPRODUCTION

www.cphcorp.com A Full Service

A & E Firm

CPH Consulting, LLC.

Plans Prepared By :

THIS SHEET NOT VALID FOR

CONSTRUCTION WITHOUT COMPLETE

SET OF PLANS.

500 WEST FULTON STREET

SANFORD, FLORIDA 32771

Ph. (407) 322-6841

Drawn:

Designed:

Checked:

Project No.:

Issue Date:

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State of Florida Licenses:

Engineer No. 3215

11-25-2025

2400867

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NO

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ISSUED FOR

CONSTRUCTION

S2

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ILS

EDUARDO AVILES-NIEVES, STATE OF

FLORIDA, PROFESSIONAL ENGINEER,

LICENSE NO. 85877.

THIS ITEM HAS BEEN DIGITALLY

SIGNED AND SEALED BY EDUARDO

AVILES-NIEVES ON THE DATE

ADJACENT TO THE SEAL. SIGNATURE

MUST BE VERIFIED ON ANY

ELECTRONIC COPIES.

1/30/2026

EDUARDO AVILES-NIEVES, PE

ED

UA

RDO A V ILES-NIEVES

PR

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FESSIONA

STATE OF

No. 85877

LIC

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SHEET 25 of 38

24'-3"

8' -4

(4)#5 BARS

RE-ENTRANT (TYP.)

8" THICK REINF. CONCRETE SLAB (f'c = 4000 psi) w/ #5 AT 12" O.C. E.W. ON COMPACTED

SUBGRADE PER GEOTECHNICAL ENGINEER'S

RECOMMENDATIONS

S3

8" CONC.

CURB

8" THICK REINF. CONCRETE SLAB

(f'c = 4000 psi) w/ #6 AT 10" O.C. E.W.

(BOTTOM)

(2)ADD'L #6 TOP & BOTT.

BARS EA. SIDE OF OPENING

D (TYP.)

Ø10'-0"

Ø11'-4"

8" CONC.

CURB

8" CONC.

CURB

8"

1' -6

1#5

3"

8" 8"

#5@12" 1'-6"

1' -6

1#5

8"

#5@12"

A

#5 HORIZ. AT 10" O.C. EA. FACE

#5 VERT. AT

10" O.C. EACH FACE

CONT. RIBBED-FLAT

WATERSTOP BY

GREENSTREAK OR

APPROVED EQUAL (TYP.)

T/WET WELL FLOOR

ELEV.:= SEE PLUMBING

STANDARD ACI

HOOK (TYP.)

1'-6"

1' -0

3" C

LR

2" C

LR

1'-6"

6"

1#5 8"

8"

1'-6"

8" 8"

DOWELS TO MATCH SIZE

& SPACING OF WALL VERT.

PROVIDE 62 BAR DIA.

LAP SPLICE (TYP.)

12" THICK REINF. MAT

FOUNDATION (f'c = 4000 psi) w/

#6 AT 8" O.C. E.W TOP AND

BOTTOM ON COMPACTED SOIL

FOLLOWING GEOTECHNICAL

REPORT RECOMMENDATIONS

TOP SLAB, SEE PLAN

FOR THICKNESS

AND REINF.

SLAP OPENING

FOR DOOR ACCESS

HATCH REFER

TO MECH.

CONT. RIBBED-FLAT

WATERSTOP BY

GREENSTREAK OR

APPROVED EQUAL (TYP.)

8"

8"

Sheet No.

NOTE: THE SCALE OF THESE PLANS MAY HAVE CHANGED DUE TO REPRODUCTION

www.cphcorp.com A Full Service

A & E Firm

CPH Consulting, LLC.

Plans Prepared By :

THIS SHEET NOT VALID FOR

CONSTRUCTION WITHOUT COMPLETE

SET OF PLANS.

500 WEST FULTON STREET

SANFORD, FLORIDA 32771

Ph. (407) 322-6841

Drawn:

Designed:

Checked:

Project No.:

Issue Date:

TO

MO

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State of Florida Licenses:

Engineer No. 3215

11-25-2025

2400867

E.A

EA

DAS

NO

DA

TE

RE

VI

SI

ON

ISSUED FOR

CONSTRUCTION

S3

PU

MP

ST

AT

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N

CO

NC

RE

TE

SL

AB

S33/8" = 1'-0"

PUMP STATION FOUNDATION PLAN

S33/8" = 1'-0"

PUMP STATION FOOTING SECTION

EDUARDO AVILES-NIEVES, STATE OF

FLORIDA, PROFESSIONAL ENGINEER,

LICENSE NO. 85877.

THIS ITEM HAS BEEN DIGITALLY

SIGNED AND SEALED BY EDUARDO

AVILES-NIEVES ON THE DATE

ADJACENT TO THE SEAL. SIGNATURE

MUST BE VERIFIED ON ANY

ELECTRONIC COPIES.

1/30/2026

EDUARDO AVILES-NIEVES, PE

ED

UA

RDO A V ILES-NIEVES

PR

O

FESSIONA

STATE OF

No. 85877

LIC

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FLO R IDA

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SHEET 26 of 38