City of Jacksonville Beach Invitation to Bid #: 1718-05 ......Invitation to Bid #: 1718-05 General...

City of Jacksonville Beach Beaches Energy Services

Invitation to Bid #: 1718-05 General Contract for Expansion

Date: 01/16/2018 of BES Guana Substation

ADDENDUM No. 2 Bid No.: 1718-05 Title: General Contract for Expansion of BES Guana Substation The purpose of Addendum No. 2 to Bid No. 1718-05 General Contract for Expansion of BES Guana Substation is to answer the following questions and provide additional documents. Question 1: Are there any details of the existing foundations that are to be demolished? Answer 1: Yes, foundation details and record drawing provided. Question 2: Are there any details of the new foundations that are to be poured? Answer 2: Yes, foundation details and record drawing provided. Question 3: Is there a document available which includes the equipment items indexed by number on the construction plans for the substation? The bill of materials in the specifications does not have the index numbers. Answer 3: The transformer and circuit breakers are included in the list in the specifications, but are not included in the numbering sequence. Packager Furnished Materials – Bill of Materials (16050.1) provided. Question 4: I was wondering if you are looking to dispose of any equipment for this job or in general? Answer 4: The Contractor shall return the following material to Beaches Energy after its removal from the existing substation. The items shall be removed in a manner that does not damage the equipment.

Qty (2) 27kV side break disconnect switches. Qty (1) 138kV Circuit Switcher

All other material removed from the existing substation shall be disposed of by the contractor. Question 5: What are the specific requirements for the bid bond? Answer 5: A standard bid bond is for 5% of the bid price, please refer to Page 282 of 293 - Section D: Bid Tender Forms



Date: 01/16/2018 of BES Guana Substation Question 6: There are 3 drawings listed in the physical group (STR-0, STR-1, STR-3) that are not in the electronic file. These are the structural drawings referenced on foundation drawing PHY-2. From the language on the other drawings I believe they have the specifics for foundations for structures we need. Answer 6: Structural drawings S-0, S-1, S-2 and S-3 provided. Question 7: Would it be possible to get the color coding that Beaches Energy would prefer for the AC circuits, DC circuits and control circuits? Answer 7: Color coding for AC power conductors shall be per Specification Section 16050-2.5 (C) 2. Other color coding can be inferred from the Guana wiring drawings:

Color coding for CT circuits is ICEA Method 1, Table E-2 Color coding for DC circuits is ICEA Method 2, Table E-1 Interpanel wiring (SIS cable) shall be grey.

Question 8: Is it possible to get the structural dwgs which show the foundation details? Answer 8: Foundation drawings for bid are included as part of this Addendum. Foundation drawings will be subject to minor changes pending receipt of the substation packager detail steel drawings and calculations. Question 9: Is the approximate weight of the steel structures that are to be installed available? Answer 9: Approximate weight of new steel structures is 61,000 pounds. Question 10: I just wanted to verify the statement made at the pre-bid that the contractor will not be responsible for installing the Power Transformer (Base Bid Item 3) but will just connect, ground, and commission? Answer 10: This is correct. The transformer is on site, and fully assembled. Contractor is responsible for connections, grounding, controls, conduit, final testing and commissioning. Question 11: Regarding Base Bid Item 9, "Low voltage panels, switches, and control cable"...Are the "switches" in this item referring to the Automatic transfer Switch mentioned in the pre-bid? Answer 11: The switches referred to are the Automatic Transfer Switch, as well as the AC safety disconnect switches associated with the CCVTs, PTs, and Station Service Transformers.



Date: 01/16/2018 of BES Guana Substation Question 12: Would it be possible to get a copy of the grounding sheet that has the legend on it? The one supplied with the bid documents is missing this information Answer 12: A revised grounding drawing is attached. We have updated the legend to include the requested information. Please Note: Delays in the acquisition of the substation material package will make the suggested construction sequence (included in the bid drawings) difficult to achieve. Bids should be based on Contractor’s best achievable construction schedule – while still minimizing line and transformer outages – assuming a packager provided material delivery of 6/1/2018, and a completion date as stated in the bid documents. COMPANY NAME: ADDRESS: CITY, STATE & ZIP: SUBMITTED BY: TITLE: Printed name of authorized submitter SIGNATURE: DATE:

Beaches Energy ServicesGuana Substation

July, 2017

Item Description Qty Units401 STRUCTURE, LATTICE FEEDER BAY EXTENSION, 27KV, GALVANIZED STEEL; HEIGHT,

WIDTH AND MAJOR DIMENSIONS TO MATCH M.D. HENRY CO. DWG J‐3898‐1DD1 EA

402 STRUCTURE, LATTICE MAIN BUS EXTENSION, 27KV, GALVANIZED STEEL; HEIGHT, WIDTH AND MAJOR DIMENSIONS TO MATCH M.D. HENRY CO. DWG J‐3898‐1DD

1 EA

403 STRUCTURE, LATTICE XFMR LOW SIDE, 27KV, GALVANIZED STEEL; HEIGHT, WIDTH AND MAJOR DIMENSIONS TO MATCH M.D. HENRY DWG J‐3898‐1BD

1 EA

404 STRUCTURE, BOX TRUSS, 27KV, TO FIT EXISTING STRUCTURE; MAJOR DIMENSIONS TO MATCH M.D. HENRY CO. DWG J‐3898‐4‐BB AND J‐3898‐8

1 EA

405 STRUCTURE, CONCRETE POLE, 27KV UNDERGROUND FEEDER TERMINATION 1 EA

406 STRUCTURE, 3‐PH BUS SUPPORT, 138KV, 22'‐10" BUS HEIGHT 9 EA



409 STRUCTURE, SWITCH SUPPORT, MANUAL GANG‐OPERATED, 138KV, 22'‐10" BUS HEIGHT

2 EA

410 STRUCTURE, SWITCH SUPPORT, MANUAL GANG‐OPERATED, 138KV, 15'‐4" BUS HEIGHT

6 EA

411 STRUCTURE, CCVT SUPPORT 8 EA

412 STRUCTURE, VERTICAL MAST FOR SHIELD WIRE CONNECTION TO LATTICE BAY STR.; 10'‐0" TALL

2 EA

413 SWITCH; 3‐PH GANG OP. VERTICAL BREAK; ALUMINUM; 138KV 650KV BIL, 2000A, 40KA WITHSTAND; WORM GEAR OPERATED; 22'‐10" BUS HEIGHT; W/ INS.

2 EA

414 SWITCH; 3‐PH GANG OP. VERTICAL BREAK; ALUMINUM; 138KV 650KV BIL, 2000A, 40KA WITHSTAND; WORM GEAR OPERATED; 15'‐4" BUS HEIGHT; W/ INS.

6 EA

415 STRUCTURE, A‐FRAME DEAD END, 138KV, 40'‐0" ATTACHMENT HEIGHT, 11'‐6" PHASE SPACING, WITH MOUNTING BRACKETS FOR YARD FLOOD LIGHTS.

1 EA

Packager Furnished Materials

BILL OF MATERIAL 16050.1


July, 2017

416 SWITCH; 3‐PH GANG OP. SIDE BREAK; COPPER; 27KV 200KV BIL, 2000A, 44KA WITHSTAND; MANUALLY OPERATED; W/ INS.

6 EA

417 NOT USED418 SWITCH; 1‐PH HOOKSTICK OP. VERTICAL BREAK; 27KV 200KV BIL, 2000A, 440KA

WITHSTAND; VERTICAL MOUNTING ON LATTICE TRUSS AS SHOWN; W/ INS.27 EA

419 SWITCH; 1‐PH HOOKSTICK OP. VERTICAL BREAK; 27KV 200KV BIL, 2000A, 44KA WITHSTAND; UNDERHUNG MOUNTING ON WF BEAM AS SHOWN; W/ INS.

3 EA

420 POWER FUSE; COMPLETE; 1‐PH HOOKSTICK OP. VERTICAL BREAK; 27KV 200KV BIL; 17.5kV A.I.C.; VERTICAL MOUNTING ON LATTICE TRUSS AS SHOWN; W/ INS.

5 EA

421 COUPLING CAPACITOR VOLTAGE TRANSFORMER; 80KV‐115/67V; DUAL SECONDARY WINDING; 0.3WXYZ CLASS

8 EA

422 VOLTAGE TRANSFORMER; DUAL RATIO; 120/200:1 ; 0.3 WXYZ CLASS; SINGLE 200KV BIL BUSHING

3 EA

423 NOT USED424 NOT USED425 INSULATOR; 138KV, 650KV BIL, STATION POST; NEMA H.S. TR‐289; ANSI SKY GRAY,

RG60 EA

426 INSULATOR; 34KV, 200KV BIL, STATION POST; NEMA S.S. TR‐210; ANSI SKY GRAY, RG 42 EA

427 SURGE ARRESTER; 84KV MCOV, 108KV, STATION CLASS, FOR 138kV SYSTEM; POLYMER

6 EA

428 SURGE ARRESTER; 17KV MCOV, 21KV, STATION CLASS, FOR 27kV SYSTEM; POLYMER 3 EA

429 BUS; AL TUBE, 4" SCH 80, 6063‐T6; 30' LENGTHS 1350 FT

430 BUS; AL TUBE, 3" SCH 80, 6063‐T6; 30' LENGTHS 390 FT

431 BUS; AL TUBE, 2.5" SCH 80, 6063‐T6 800 FT

432 BUS; AL TUBE, 1.5" SCH 80, 6063‐T6 300 FT

433 WIRE; BARE AL, 1272 KCMIL AAC; 61 STRAND 650 FT



July, 2017



436 WIRE; BARE AL, 350 AAC; 19 STRAND 200 FT

437 WIRE; BARE AL, #2 AAC; 7 STRAND 100 FT

438 WIRE, 7‐#8 AW OVERHEAD GROUND WIRE 600 FT

439 CONNECTOR; ALUMINUM; TERM PAD, 4 HOLE‐NEMA PAD TO 2‐1272 KCMIL AAC; SWAGED

84 EA

440 NOT USED441 NOT USED442 CONNECTOR; ALUMINUM; TERM PAD, 4 HOLE‐NEMA PAD TO 954 KCMIL AAC;

SWAGED24 EA

443 CONNECTOR; ALUMINUM; TEE, 4 HOLE‐NEMA PAD TO CABLE; 954 KCMIL AAC; SWAGED

12 EA

444 CONNECTOR; ALUMINUM; TERM PAD, 4 HOLE‐NEMA PAD TO 2‐556 KCMIL AAC; SWAGED

12 EA

445 CONNECTOR; ALUMINUM; TERM PAD, 2 HOLE‐NEMA PAD TO 350 KCMIL AAC; SWAGED

28 EA

446 CONNECTOR; ALUMINUM; TERM PAD, 2 HOLE‐NEMA PAD TO #2 AAC; SWAGED 15 EA

447 CONNECTOR; ALUMINUM; TERM PAD, 4 HOLE‐NEMA PAD TO 4" SCH80 AL TUBE; SWAGED

25 EA

448 CONNECTOR; ALUMINUM; EXPANSION TERM PAD, 4 HOLE‐NEMA PAD TO 4" SCH80 AL TUBE; SWAGED

9 EA

449 CONNECTOR; ALUMINUM; TEE, 4 HOLE‐NEMA PAD TO 4" AL TUBE; SWAGED 7 EA

450 BUS SUPPORT; ALUMINUM; 4" AL TUBE TO 5" B.C.; SWAGED 48 EA

451 BUS SUPPORT; ALUMINUM; EXPANSION; 4" AL TUBE; SWAGED 9 EA



July, 2017

452 CONNECTOR; ALUMINUM; COUPLER; 4" SCH80 AL TUBE TO 4" SCH80 AL TUBE; SWAGED

18 EA

453 CONNECTOR; ALUMINUM; 15DEG, 4" NPS RUN TO 3" NPS TAP; AL TUBE; SWAGED 30 EA

454 CONNECTOR; ALUMINUM; 15DEG, 4" NPS RUN TO 2‐3" NPS TAP; AL TUBE; SWAGED 15 EA

455 END CAP; ALUMINUM; 4" SCH80 TUBE TO ROUNDED END; SWAGED 20 EA

456 CONNECTOR; ALUMINUM; TERM PAD, 4 HOLE‐NEMA PAD TO 2.5" SCH80 AL TUBE; SWAGED

39 EA

457 CONNECTOR; ALUMINUM; TERM PAD, 4 HOLE‐NEMA PAD TO 1.5" SCH80 AL TUBE; 90 DEG; SWAGED

6 EA

458 BUS SUPPORT; ALUMINUM; 2.5" AL TUBE; SWAGED 24 EA

459 BUS SUPPORT; ALUMINUM; EXPANSION; 2.5" AL TUBE; SWAGED 9 EA

460 CONNECTOR; ALUMINUM; COUPLER; 2.5" SCH 80 AL TUBE TO 2.5" SCH 80 AL TUBE; SWAGED

6 EA

461 CONNECTOR; ALUMINUM; COUPLER; 2.5" SCH 80 AL TUBE TO 2.5" SCH 80 AL TUBE; 90 DEG.; SWAGED

21 EA

462 CONNECTOR; ALUMINUM; BUSS CROSS 2.5" SCH 80 AL TUBE TO 1.5" SCH 80 AL TUBE; SWAGED

3 EA

463 CONNECTOR; ALUMINUM; TEE, 2.5" AL TUBE TO 2.5" AL TUBE; SWAGED 24 EA

464 BUS SUPPORT; ALUMINUM; 1.5" AL TUBE; SWAGED 6 EA

465 CONNECTOR; ALUMINUM; COUPLER; 1.5" SCH 80 AL TUBE TO 1.5" SCH 80 AL TUBE; 90 DEG.; SWAGED

15 EA

466 CONNECTOR; ALUMINUM; TEE, 4 HOLE‐NEMA PAD TO 2" AL TUBE; SWAGED 15 EA

467 CONNECTOR; ALUMINUM; TEE, 2.5" AL TUBE RUN TO 1.5" AL TUBE TAP; SWAGED 3 EA

468 CONNECTOR; ALUMINUM; TEE, 1.5" AL TUBE RUN TO 1.5" AL TUBE TAP; SWAGED 3 EA



July, 2017

469 CONNECTOR; ALUMINUM; TEE, 4 HOLE‐NEMA PAD TO 2.5" AL TUBE; SWAGED 9 EA

470 CLAMP; BUS SUPPORT, AL; 954KCMIL AAC TO 5" B.C. 3 EA

471 BUS; ALUMINUM ANGLE; 4"X4"X3/8"; 6063‐T6 10 FT

472 CONNECTOR; DEAD END; STRAIN CLAMP; 7‐#8 AL OHGW 8 EA


5 5 5

55 56

3

6

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77

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11 11

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11 11

1111

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11

11 11

11

SCALE: 1" = 20'-0"FOUNDATION KEY MAP

GENERAL NOTES & DESIGN CRITERIA

CODES: ACI-301, ACI-318, ASCE 7, ASCE 48, IEEE 691, IEEE 693, AISC, AWS, ANSI, CRSI, & ASCE MANUAL OF PRACTICE NO. 113

DESIGN LIMITATIONS:THIS DESIGN AND THESE DRAWINGS ARE LIMITED TO ONLY THE STRUCTURAL ASPECTS OF THE APPLICABLE CODES. REFER TO OTHERDISCIPLINES FOR NON-STRUCTURAL ISSUES.

LOADS & DESIGN CRITERIA:THE FOUNDATION DESIGNS HAVE BEEN BASED ON REACTIONS PROVIDED BY THE STRUCTURE MANUFACTURER OR STRUCTURE DESIGNENGINEER WHEN PROVIDED. IN THE ABSENCE OF PROVIDED STRUCTURE REACTIONS; FOUNDATION DESIGNS HAVE BEEN BASED ONREACTION ESTIMATES DEVELOPED FROM ANTICIPATED STRUCTURE CONFIGURATIONS AND LOADINGS AS DEPICTED IN THE DESIGNSCHEMATICS ON SHEET S-1. THE CONTRACTOR SHALL OBTAIN A SIGNED & SEALED STRUCTURAL ENGINEERING CALCULATION REPORTINCLUDING FOUNDATION DESIGN REACTIONS FOR ALL STRUCTURES AND SUBMIT TO THE FOUNDATION STRUCTURAL ENGINEER PRIOR TOFOUNDATION CONSTRUCTION. DESIGN OF STRUCTURE BASEPLATES IS THE RESPONSIBILITY OF THE STRUCTURE DESIGN ENGINEER.DESIGN HAS BEEN BASED ON PRESUMED BASEPLATE CONFIGURATIONS. STRUCTURE ENGINEERING CALCULATION SUBMITTAL SHALLINCLUDED ACTUAL FINAL BASEPLATE CONFIGURATION.

GRAVITY:SEE SHEET S-1

WIND LOAD:BASIC WIND SPEED, V (ULTIMATE) 142 MPHRISK CATEGORY IVEXPOSURE CATEGORY C

ANCHOR RODS:SEE DETAIL 7/S-3 FOR ANCHOR ROD SPECIFICATIONS. ANCHOR ROD DESIGN HAS BEEN BASED ON PROVIDED OR ESTIMATED STRUCTUREREACTIONS AND PROVIDED OR PRESUMED BASEPLATE CONFIGURATIONS. ALTERNATE ANCHOR ROD ASSEMBLY CONFIGURATIONS MAYBE ACCEPTABLE DEPENDENT UPON FINAL STRUCTURE REACTIONS AND BASEPLATE CONFIGURATIONS. ANY ALTERNATE PROPOSEDANCHOR ROD ASSEMBLIES SHALL BE SUBMITTED WITH THE STRUCTURE DESIGN CALCULATION REPORT TO THE FOUNDATIONSTRUCTURAL ENGINEER PRIOR TO CONSTRUCTION FOR REVIEW AN APPROVAL.

HORIZONTAL AND VERTICAL CONTROL:REFER TO THE CIVIL DRAWINGS AND ELECTRICAL SUBSTATION FOUNDATION PLAN SHEET ES4 FOR SUBSTATION BASE ELEVATION,PROPOSED TOP OF FOUNDATION ELEVATIONS, AND HORIZONTAL & VERTICAL SITE CONTROL . MINIMUM FOUNDATION BEARING DEPTHSAND MAXIMUM TOP OF FOUNDATION TO ADJACENT FINAL GRADE SHALL BE IN ACCORDANCE WITH THE STRUCTURAL FOUNDATION PLANS.FOUNDATION DESIGNS HAVE ASSUMED <1FT GRADE CHANGE WITH ASSOCIATED SITE IMPROVEMENTS. THE FOUNDATION STRUCTURALENGINEER SHALL BE NOTIFIED PRIOR TO CONSTRUCTION WITH ANY DISCREPANCIES.

DEMOLITION AND UNDERGROUND CONSTRUCTION:REFER TO THE CIVIL ENGINEERING AND SUBSTATION FOUNDATION PLAN SHEET ES-4 FOR EXISTING CONDITIONS, SCOPE OF DEMOLITION& SITE CONSTRUCTION. UNLESS OTHERWISE NOTED IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE ANY UNDERGROUND UTILITIESAND OTHER APPURTENANCES PRIOR TO CONSTRUCTION; REPAIR TO ANY DAMAGED UNDERGROUND UTILITIES AND OTHERAPPURTENANCES IS THE RESPONSIBILITY OF THE CONTRACTOR. UNLESS OTHERWISE NOTED ANY PERMITTING REQUIRED FOR THEPROPOSED CONSTRUCTION INCLUDING CONSTRUCTION DEWATERING PERMITTING IS THE RESPONSIBILITY OF THE CONTRACTOR.

SOILS & FOUNDATIONS:MESKEL & ASSOCIATES ENGINEERINGMAE PROJECT NO. 0020-0008 DATED JANUARY 18, 2016

THE SITE SHALL BE PREPARED AND TESTED IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS AND RECOMMENDATIONS IN THEGEOTECHNICAL REPORT. THE

NET ALLOWABLE SOIL BEARING PRESSURE 2,500 PSF

THE GENERAL CONTRACTOR IS RESPONSIBLE TO EMPLOY AN INDEPENDENT QUALIFIED TESTING AGENCY TO INSPECT EARTHWORKOPERATION AND TEST COMPACTED TO SOILS TO INSURE AND CERTIFY THAT THE SOILS SUPPORTING FOUNDATION ARE ADEQUATE TOPROPERLY SUPPORT DESIGN LOADS.

DRILLED SHAFT FOUNDATIONS:ALL WORK SHALL BE ACCORDANCE WITH ACI 336.1-01, PROJECT GEOTECHNICAL REPORT (INCL. ADDENDUMS), AND THE CONSTRUCTIONDOCUMENTS.

PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL VISIT THE SITE, REVIEW SOIL & GROUNDWATER CONDITIONS, AND REVIEW THE GEOTECHNICAL REPORT INCLUDING ANY ISSUED ADDENDUMS. THE CONTRACTOR SHALL PREPARE A WORK PLAN DETAILING THEPROPOSED MEANS AND METHODS FOR THE THE DRILLED SHAFT CONSTRUCTION. THIS WORK PLAN SHALL BE SUBMITTED TO THESTRUCTURAL AND GEOTECHNICAL ENGINEER FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION AND WILL INCLUDE AT A MINIMUM:

TYPE OF EQUIPMENT TO BE USED METHOD OF WET OR DRY CONCRETE PLACEMENT CONCRETE MIX DESIGN SCOPE OF ANY PROPOSED DEWATERING ACTIVITIES TEMPORARY CASING SPECIFICATIONS & INSTALLATION/WITHDRAWL METHOD

THE CONTRACTOR SHALL EMPLOY A THIRD PARTY TESTING AGENCY TO MONITOR THE SHAFT CONSTRUCTION. THE THIRD PARTYMONITORING COMPANY SHALL SUBMIT A SIGNED AND SEALED SUMMARY REPORT TO THE STRUCTURAL ENGINEER AND OWNER.

THE GRADE DIFFERENTIAL BETWEEN THE TOP OF SHAFT AND ADJACENT FINISHED GRADE SHALL NOT EXCEED 4". THE ENGINEER SHALLBE NOTIFIED PRIOR TO CONSTRUCTION IF A SHAFT IS PROPOSED TO BE IN A SLOPED AREA OR WHERE THERE IS A SIGNIFICANT GRADE(>0.5 FT) CHANGE WITHIN A RADIUS ZONE EQUAL TO THE DEPTH OF THE DRILLED SHAFT.

GRADE CHANGE FOR ASSOCIATED SITE IMPROVEMENTS WAS PRESUMED TO BE < 1FT; IF GREATER FILL IS REQUIRED THE STRUCTURALENGINEER SHOULD BE NOTIFIED PRIOR TO CONSTRUCTION.

CONCRETE:ALL CONCRETE SHALL BE NORMAL WEIGHT w/ A 28 DAY COMPRESSIVE STRENGTH OF: 4,000 PSIMAXIMUM WATER TO CEMENT RATIO: 0.42MAXIMUM AGGREGATE SIZE: 1"CEMENT TYPE I

CONTRACTOR SHALL SUBMIT MIX DESIGN TO EOR FOR APPROVAL PRIOR TO CONSTRUCTION.

REINFORCING STEEL: ASTM A615, GRADE 60LAPS 48 BAR DIA

WELDED WIRE FABRIC: ASTM A185LAPS (TYPICAL) 6 INCHES

UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM COVER FOR REINFORCING SHALL BE THE FOLLOWING:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"CONCRETE EXPOSED TO EARTH OR WEATHER: 2"

A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD TESTING INCLUDING SLUMP TESTS AND CYLINDERBREAKS TO ENSURE CONFORMANCE WITH PLANS & SPECIFICATIONS (IF PROVIDED), SUBMIT REPORTS FOR REVIEW AND APPROVAL.

MINIMUM FREQUENCY OF TESTING FOR EACH CLASS OF CONCRETE IS THE GREATEST OF:A) ONCE EACH DAY.B) ONCE FOR EACH 200 CY.C) ONCE FOR EACH 5,000 SF OF SLAB OR WALL SURFACE AREA.D) FIVE TESTS.

ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES IN CONFORMANCE WITH ACI 315 DURINGPLACEMENT OF CONCRETE.

PROVIDE 1" CHAMFER AT ALL EXPOSED CORNERS OF BEAMS, WALLS, ETC.

MISCELLANEOUS NOTES:A. ALL STRUCTURES AROUND OR AFFECTED BY MECHANICAL, ELECTRICAL, AND PLUMBING EQUIPMENT SHALL BE VERIFIED WITH EQUIPMENT

PURCHASED BEFORE PROCEEDING WITH STRUCTURAL WORK.B. COMPATIBILITY WITH OTHER METALS; ALUMINUM & COPPER MATERIALS SHALL NOT BE USED IN DIRECT CONTACT WITH METALLIC COATED

STEEL MEMBERS OR COMPONENTS.C. IF FOOTING ELEVATIONS SHOWN OCCUR IN DISTURBED, UNSTABLE OR UNSUITABLE SOIL, THE ENGINEER SHALL BE NOTIFIED.D. THE GENERAL CONTRACTOR SHALL COORDINATE THE DRAWINGS FOR ALL DISCIPLINES FOR ANCHORED, EMBEDDED, AND SUPPORTED

ITEMS WHICH AFFECT THE STRUCTURAL DRAWINGS AND NOTIFY THE ARCHITECT AND ENGINEER OF ANY DISCREPANCIES.

STRUCTURE MAINTENANCE STATEMENT:

ALL STRUCTURES REQUIRE PERIODIC MAINTENANCE TO EXTEND LIFESPAN AND TO ENSURE STRUCTURAL INTEGRITY FROM EXPOSURE TO THEENVIRONMENT. A PLANNED PROGRAM OF MAINTENANCE SHALL BE ESTABLISHED BY THE STRUCTURE OWNER. THIS PROGRAM SHALL INCLUDESUCH ITEMS SUCH AS BUT NOT LIMITED TO PRESSURE WASHING OF EXPOSED STRUCTURAL ELEMENTS EXPOSED TO A SALT ENVIRONMENT OROTHER HARSH CHEMICALS.

STRUCTURAL SHEET LIST:

S-0 GENERAL NOTES & DESIGN CRITERIAS-1 DESIGN STRUCTURE SCHEMATICSS-2 FOUNDATION DETAILSS-3 DRILLED SHAFT AND ANCHOR ROD DETAILS

Reg. No. 58573

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Fred Wilson & Associates, Inc.

C.A. NO. 7188 904.398.86363970 Hendricks Avenue 32207Jacksonville Florida

FLORIDA CERTIFICATE OF AUTHORIZATION NO: 9800

JACKSONVILLE, FLORIDA 32256BUILDING 600

TEL:

7563 PHILIPS HIGHWAY

FAX: (904) 296-8846E-MAIL: [email protected]

(904) 296-2646

DANIEL J. CHARLETTA, P.E.

STRUCTURAL ENGINEER

PRELIMINARY

FOR BIDDING

PURPOSES

ONLY

4/12/1

717008

NOTES:

1. THIS PLAN SHOULD BE CONSIDERED AN APPROXIMATE SCHEMATIC ONLY. REFER TO ELECTRICAL SUBSTATION FOUNDATION PLAN SHEET ES-4FOR ACTUAL HORIZONTAL LAYOUT. THE CONTRACTOR SHALL NOTIFY THE FOUNDATION STRUCTURAL ENGINEER WITH ANY DISCREPANCIES.

2. THE NUMBERS ON THIS PLAN CORRESPOND TO THE STRUCTURE FOUNDATION NUMBER FOR WHICH A FOUNDATION DESIGN WAS COMPLETED.SEE SHEET S-1 FOR STRUCTURE DESIGN CRITERIA SCHEMATICS AND SHEETS S-2 & S-3 FOR THE CORRESPONDING FOUNDATION NUMBERDETAILS.

8.3' 9.7

'9.7

'

C.G.

6.24"70

.32"

C.W.A C.W.A

C.G.

3.62"

70.32

"

DESIGN WINDAREA 350 SF

SCALE: 1/8" = 1'-0"STRUCTURE #1 138kV TRANSFORMER

DESIGN GROSS WEIGHT = 192,662 LBLONG DIMENSION ELEVATION SHORT DIMENSION

DESIGN WINDAREA 180 SF

8.5'

1.3'

C.G. C.G.

2.0'

CENTROID OFDESIGN WINDAREA 80 SF


INFORMATION TAKEN FROM HITACHI HVB, INC. DRAWING H145D01262 DATED 3/31/15TOTAL BREAKER WEIGHT = 7000 LB

8.3'2.7'

SCALE: 1/4" = 1'-0"#2 138kV CIRCUIT BREAKER

8.4' 3" 1"

6.8'

C.G. C.G.

6.7'

6.4'


INFORMATION FROMSQUARE DDRAWING # 46012-099WEIGHT 2,700 LBS

SCALE: 1/4" = 1'-0"#3 27kV CIRCUIT BREAKER

CENTROID OFDESIGN WIND

AREA 60 SF

12'-0"

40'-0

"12

'-0"

20'-0

"

STRUCTURE INFORMATION TAKEN FROM VALMONT DRAWING BG9983Z DATED 03-05-03STRUCTURE WEIGHT 7,968 LB

36'-0"

11'-6" 11'-6" 6'-6"6'-6"

SCALE: 1/16" = 1'-0"#4 A-FRAME WIRE PULL OFF

SCALE: 1/8" = 1'-0"#5 LATTICE EXTENSION

NOTE:SEE ORIGINAL EXISTING STRUCTUREDRAWINGS FOR CONFIGURATION.

REACTIONS FROM ORIGINAL EXISTINGSTRUCTURE USED AS BASIS OF PRELIMINARYDESIGN

17'-0

"

20'-8"

2'-9"

2'-0"

BOX TRUSS(4)L3x3x3/16 CHORDSL1-3/4x1-3/4x3/16 WEBSALL (4) FACES

L1-3/4x1-3/4x3/16X-BRACE

C5x6.7

C8x11.5L1-3/4x1-3/4x3/16 WEBS

L1-3/4x1-3/4x3/16 WEBS

SCALE: 1/8" = 1'-0"#6 LATTICE BENT

NOTE:REACTIONS TAKEN FORPRELIMINARY FOUNDATIONDESIGN TAKEN FROM ORIGINALEXISTING STRUCTURALCALCULATIONS DATED 2/27/85.

15'-9

3 8"

22'-6

"

8'-0" 8'-0"

3'-3" 10'-6" 3'-3"

4" AL SCH 80 (4.5" OD) RIGID BUSAT 5.18 PLF

11"Ø INSULATOR300 LB

10'-6"

W8X35

W8X31

28'-0"

17.3'

13.8'

CENTROID OF 85 SFDESIGN WIND AREA


SCALE: 1/8" = 1'-0"#7 HI 3Φ BUS SUPPORT

SM

ST

17'-0"

23'-6

"

11'-318"

11'-1

11 8"

FOUNDATION LOADING PER PEDESTALBENDING MOMENT (M) 57,500 FT-LBSSHEAR LOAD (S) 4,100 LBSTHRUST (T)

STATIC 4,200 LBS DYNAMIC 1,500 LBS TOTAL 5,700 LBS

BASED MOST-DAVERSE COMBINATION OF MAXIMUM CONTINUOUSTERMINAL-PAD LOADING LIMITS LISTED ABOVE AND TAKING INTOACCOUNT THE DEAD-WEIGHT CONTRIBUTION OF THECIRCUIT-SWITCHER TO THE BENDING, AS WELL AS WIND LOADINGOF135 MPH

TOTAL WEIGHT OF STRUCTURE 8500 LBS

SCALE: 1/8" = 1'-0"#8 3Φ CIRCUIT SWITCHER

16'-2

"6'-

4"

22'-6

" 17'-4"8'-41

2"

8'-0" 8'-0"

W10x49

W8x24

C9x15

C9x13.5

4"Ø IPS AL BUS

11"ØINSULATOR

11"ØINSULATOR

15.6' 16

.7'

CENTROID OF120 SF DESIGNWIND AREA


SCALE: 1/8" = 1'-0"#9 HI 3Φ SWITCH

9'-93 8"15

'-0"

8'-0" 8'-0"

10'-6" 3'-3"

4"SCH 80 AL BUS11"Ø INSULATOR

3'-3"

W8X35

W8X31

28'-0"

12.7'13.2'

CENTROIDOF 80 SFDESIGNWIND AREA

CENTROIDOF 80 SFDESIGN

WIND AREA

22'-6

"

SCALE: 1/8" = 1'-0"#10 LO 3Φ BUS SUPPORT

11'-2

"3'-

10"

15'-0

"

17'-4"

8'-412"W10x49

4" SCH. 80 AL BUS

2" SCH 80 AL

9.8'11.4'



22'-6

"

SCALE: 1/8" = 1'-0"#11 LO SWITCH

INFORMATION FROM ALSTOMPRODUCT INFORMATION GUIDEFOR CCVT WITH HIGHESTSYSTEM VOLTAGE OF 145 kVWEIGHT 505 LB

16.4"

11.4"

BASE

6'-11 8"

1'-2"

1'-43 8"

117 8"


2'-558"

14.2'

SCALE: 1/8" = 1'-0"#12 CCVT

10'-5

1 2"15'-0

"4" SCH 80 AL BUS

11"Ø INSULATOR

W8X31

4" SCH 80 AL BUS

22'-6

"2" SCH 80 AL

10'-5

1 2"15'-0

"

11"Ø INSULATOR

W8X31

22'-6

"

11.3' 13

.3'



SCALE: 1/8" = 1'-0"#13 LO/HI 1Φ BUS SUPPORT

Reg. No. 58573

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.C.





TEL:



(904) 296-2646


STRUCTURAL ENGINEER

17008 PRELIMINARY

FOR BIDDING

PURPOSES

ONLY

4/12/1

7

John

Typewritten Text

NOT A PART OF THIS CONTRACT

3S-2SCALE: 1/2" = 1'-0"

FOUNDATION SECTION

2S-2SCALE: 1/2" = 1'-0"

FOUNDATION SECTION

1'-2"

4"

1'-2"

4"

2S-2

3S-2

7'-214" 7'-21

4"2'-378" 2'-37

8"

CLFOUNDATION& XFRM BASE


12'-0

"

C.G.

6.24"

3.62"

6'-0"

6'-0"

19'-0"

12'-0"

6" #57 STONE

PREPARE SITE IN ACCORDANCEWITH GEOTECHNICALRECOMMENDATIONS. BEARINGLEVELS SOILS, AFTER COMPACTION,SHOULD EXHIBIT DENSITIESEQUIVALENT TO 98% OF THEMODIFIED PROCTOR MAXIMUM DRYDENSITY (ASTM D-1557) TO A DEPTHOF AT LEAST ONE FOOT BELOW THEFOUNDATION BEARING LEVELS.

(14)#5 TOP & BOT AT MAX 18" O.C.

(9)#5 TOP & BOT AT MAX 18" O.C.

2" CLR COV

3" CLR COV

3" CLR COV

HARD TROWEL FINISH. FLATNESS TOLERANCEPER ACI 117 "FLAT" CRITERIA (3/16" 10 FTSTRAIGHTEDGE). LEVELNESS CRITERIA MIN.+/-1/4" OR AS MORE STRINGENTLY SPECIFIEDPER MANUFACTURER.

6" #57 STONE

(9)#5 TOP & BOT AT MAX 18" O.C.(14)#5 TOP & BOT AT MAX 18" O.C.

2" CLR COV

3" CLR COV

3" CLR COV

1" CHAMFER

1" CHAMFER

19'-0"

9'-6" 9'-6"



1'-6"

1'-6"

3'-1112" 11'-91

2"

2'-51 2"

3'-65 8"

2'-51 2"

3'-65 8"

TEMPORARY JACKING POINTSEE DESIGN CRITERIA

4'-412"

11"

1'-9"

11"

134" 13

4"

C.G.

1"

3"

(8) 1.135Ø DIA. HOLESFOR 0.875" - 9 UNC BOLTS FOR MOUNTING

3'-1178"

4'-67 8"

1'-934" 4'-41

2" 1'-934"

4'-6"

2'-21 2"

5S-2SCALE: 1/2" = 1'-0"

FOUNDATION SECTION

1'-2"

4"

CLFOUNDATION

& CIRCUIT BREAKER

10'-0"

6" #57 STONE

(11)#5 EACH WAY AT MAX 12" O.C.

2" CLR COV

3" CLR COV

3" CLR COV

1" CHAMFER

2'-0"

10'-0"

10'-0

"

#5 EACH FACE


3'-018"3'-117

8"3'-018"

2'-85 8"

4'-67 8"

2'-85 8"

PREPARE SITE IN ACCORDANCEWITH GEOTECHNICALRECOMMENDATIONS. BEARINGLEVELS SOILS, AFTERCOMPACTION, SHOULD EXHIBITDENSITIES EQUIVALENT TO 98%OF THE MODIFIED PROCTORMAXIMUM DRY DENSITY (ASTMD-1557) TO A DEPTH OF ATLEAST ONE FOOT BELOW THEFOUNDATION BEARING LEVELS.

CIRCUIT BREAKER SUPPORTBASE PLATE SEE CIRCUITBREAKER DRAWINGS

SEE 7/S-3 FOR ANCHOR RODS

7S-2SCALE: 1/2" = 1'-0"

FOUNDATION SECTION

1'-2"

4"

CLFOUNDATION

& CIRCUIT BREAKER

8'-0"

6" #57 STONE


2" CLR COV

3" CLR COV

3" CLR COV

1" CHAMFER

2'-0" #5 EACH FACE


PREPARE SITE IN ACCORDANCE WITH GEOTECHNICALRECOMMENDATIONS. BEARING LEVELS SOILS, AFTERCOMPACTION, SHOULD EXHIBIT DENSITIES EQUIVALENTTO 98% OF THE MODIFIED PROCTOR MAXIMUM DRYDENSITY (ASTM D-1557) TO A DEPTH OF AT LEAST ONEFOOT BELOW THE FOUNDATION BEARING LEVELS.

CIRCUIT BREAKER SUPPORTBASE PLATE SEE CIRCUITBREAKER DRAWINGS

SEE 7/S-3 FOR ANCHOR RODS

1'-9"

1'-9"

CLFOUNDATION

& CIRCUIT BREAKER

CLFOUNDATION

& CIRCUITBREAKER

8'-0"

8'-0"

CLFOUNDATION

& CIRCUITBREAKER

5S-2

CLFOUNDATION

& CIRCUIT BREAKER

7S-2

1S-2SCALE: 1/2" = 1'-0"

STRUCTURE #1 138kV TRANSFORMER FOUNDATION 4S-2SCALE: 1/2" = 1'-0"

STRUCTURE #2 138kV CIRCUIT BREAKER FOUNDATION 6S-2SCALE: 1/2" = 1'-0"

STRUCTURE #3 27kV CIRCUIT BREAKER FOUNDATION

1.3'

C.G.

Reg. No. 58573

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TEL:



(904) 296-2646


STRUCTURAL ENGINEER

17008 PRELIMINARY

FOR BIDDING

PURPOSES

ONLY

4/12/1

7

John

Typewritten Text

NOT A PART OF THIS CONTRACT

48xBAR Ø LAP

3"2"

2'-6"

(6" T

IE S

PACI

NG)

18" T

YPIC

AL T

IE S

PACI

NG

2" CLR.

COV.

4" CLR.

COV. 6"

DRILL

ED S

HAFT

LENG

TH (S

EE S

CHED

ULE)

DRILLED SHAFT DIAMETER (SEE SCHEDULE)

4"

DISTURBANCE TO ADJACENT SOILDURING SHAFT CONSTRUCTION SHALL

BE MINIMIZED. ANY ADJACENT SOILDISTURBED DURING SHAFT

INSTALLATION SHALL BE AMENDEDWITH MIN. 100 PSI COMPRESSIVE

STRENGTH CLSM OR STRUCTURAL FILLPER SPECIFICATIONS PROVIDED INPROJECT GEOTECHNICAL REPORT

COMPACTED IN MAXIMUM 8" LIFTS TO98% OF ASTM D-1557

PROVIDE CASING IF REQUIREDSEE DRILLED SHAFT NOTES &

SPECIFICATIONS

6"

6" NO. 57 AGGREGATE

4"CLR.COV.

1" CHAMFER

CONTINUOUSLONGITUDINALREINFORCEMENTSEE SCHEDULE

PROVIDE CAGE ALIGNMENTSPACERS AT MAXIMUM 10 FT

SPACING

PROVIDE CAGEALIGNMENT SPACERSAT MAXIMUM 10 FTSPACING

TIES SEE SCHEDULE FOR SIZESEE SHAFT DETAIL SECTION FORSPACING. ALL TIES SHALLF HAVE AMINIMUM 48xBAR DIAMETER LAP

7S-3N.T.S.

ANCHOR RODS

FORGED HEAVY HEX HEAD

TT

LA

E

P

HEAVY HEX NUT

TB

E

LB LC

E

MAX 2x BOLT DIAMETER SEPERATION BETWEENBASE PLATE AND TOP OF FOUNDATION

DOUBLE NUTHEAVY HEX (TOP NUT MAY BE JAM)PLATE WASHER (SEE SCHEDULE)BASE PLATE DESIGN BY OTHERS

PLATE WASHER (SEE SCHEDULE)

HEAVY HEX LEVELING NUT

TB

TACK WELD 2 PLACES

PEEN THREADS

HEAVY HEX NUT

TACK WELD 2 PLACES

BEARING PLATESEE SCHEDULE

LD

E

TBD

HEAVY HEX NUT

PEEN THREADS

BEARING PLATESEE SCHEDULE

ANCHOR ROD END TYPE "A" ANCHOR ROD END TYPE "B" ANCHOR ROD END TYPE "C" ANCHOR ROD END TYPE "D"

TYPICAL ANCHOR ROD TOP ASSEMBELY

ROD

DIAM

ETER

(IN)

1

ROD

GRAD

E (A

STM

F155

4)

NUT

GRAD

E (A

STM

A563

)

LA (I

N): R

OD LE

NGTH

E (IN

): RO

D EM

BEDM

ENT

P (IN

): RO

D PR

OJEC

TION

TT (I

N): T

OP T

HREA

DED

LENG

TH

TB (I

N): B

OTTO

M TH

READ

ED LE

NGTH

BEAR

ING

PLAT

E TH

ICKN

ESS

(IN)

SQUA

RE B

EARI

NG P

LATE

WID

TH (I

N)

END

ASSE

MBEL

Y OP

TION

S

ANCHOR ROD ASSEMBLY NOTES & SPECIFICATIONS:1. HEAVY HEX ANCHOR ROD END ASSEMBLY TYPE "A" MUST HAVE HEAD THAT IS INTEGRALLY FORGED FROM ROD SHAFT.2. FOR ANCHOR ROD ASSEMBLY TYPE "B" & "C" NUT MAY BE SECURED TO ROD BY TACK WELDING OR PEENING OF THREADS.3. TACK WELDING OF NUTS AND/OR BEARING PLATES TO ANCHOR RODS IS NOT PERMISSIBLE FOR GRADE 105.4. NUTS AND BEARING PLATES TO BE TACK WELDED SHALL BE OF SUITABLE SPECIFICATION FOR WELDING; FABRICATOR TO VERIFY5. ALL BEARING PLATES & PLATE WAHSERS SHALL BE FABRICATED FROM ASTM A36.6. BASEPLATES AND STRUCTURE ARE DESIGNED BY OTHERS.7. BASEPLATES ARE NOT TO BE GROUTED UNLESS REQUIRED BY BASEPLATE/STRUCTURE DESIGNER/FABRICATOR, CONTRACTOR TO VERIFY.8. ALL ANCHOR RODS & FASTENERS SHALL BE HOT DIPPED GALVANIZED IN ACCORDANCE WITH ASTM F2329.9. ALL BEARING PLATES SHALL BE HOT DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A123.

STRU

CTUR

E FO

UNDA

TION

5

6S-3N.T.S.

DRILLED SHAFT

SHAF

T DI

AMET

ER (I

N)

54

LONG

ITUD

INAL

BAR

SIZ

E

#10

LONG

ITUD

INAL

BAR

QUA

NITY

10

TIE

SIZE

MAX

TIE

SPAC

ING

(IN)*

SHAF

T LE

NGTH

(FT)

**

STRU

CTUR

E FO

UNDA

TION

4 #4 18"

* SEE DETAIL SECTION FOR DECREASED TIE SPACING REQUIRED AT TOP OF SHAFT** OVERALL SHAFT LENGTH BASED ON A MAXIMUM 4" FROM ADJACENT GRADE TO TOP OF SHAFT

20

42 #9 85 #4 18" 15

42 #9 86 #4 18" 14

42 #9 87 #4 18" 14

48 #10 88 #4 18" 16

42 #9 89 #4 18" 16

42 #9 810 #4 18" 13

42 #9 811 #4 18" 14

48 #10 812 #4 18" 10

42 #9 813 #4 18" 11

25

1 36 A6 25 NA

17 25

1-1/48 32

1-1/4 1059 32DH

10 25

1 10511 25DH

1-3/8 3612 36 NAA

1 36 A13 25

1-3/4 105 DH4 44 5

NA

NA

3/412

BASE

PLAT

E HO

LE D

IAME

TER

(IN)*

1-1/4

1-1/4

1-1/4

1-1/2

1-1/2

1-1/4

1-1/4

1-5/8

1-1/4*BASEPLATES ARE DESIGNED BY OTHERS. HOLE SIZES ARE PRESUMED FOR SOME STRUCTURES; APPROPRIATENESS OFHOLE DIAMETER SHOULD BE REVIEWED BY STRUCTURE DESIGNER, FABRICATOR, AND CONTRACTOR; FOUNDATIONENGINEER SHOULD BE NOTIFIED IF LARGER HOLES ARE REQUIRED.

13

LB (I

N): R

OD LE

NGTH

LC (I

N): R

OD LE

NGTH

LD (I

N): R

OD LE

NGTH

TBD

(IN):

BOTT

OM T

HREA

DED

LENG

TH

WAS

HER

DIAM

ETER

(IN)

WAS

HER

THIC

KNES

S (IN

)

3-1/2 3/4

3/8

3/8

3/8

3/8

1/2

5/8

3/8

1/2

1/2

PEEN THREADS

TACK WELD 2 PLACES

C,D

A,B

A,B

NA

NA

32

NA

50

NA

40

NA NA

NA NA

NANA

62

6-3/4

7

6-3/4

8-1/2

8-3/4

6-3/4

9-1/4

7-3/4

8

9-1/2

9-3/4

7-3/4

10-1/4

7-3/4

3-1/2

2

2-1/2

2-1/2

2

2-3/4

2

6

NA

NA

NANA A,BNA

3

2 1

7/8

1

1

1.135 2-1/2

3

3-1/2

3

3

3

3

3

3

3

3

5/16

1/2 105

36 A

DH

55

55

36

36

A

A

A

A

26

NANA A,BNA

NANA A,BNA

NANA A,BNA

NANA A,BNA

NANA A,BNA

NANA A,BNA

NANA A,BNA

C,D

34

45

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

NA NA

19

19

7 8 2

5-7/8 6-7/8 1-3/4

2

6-3/4 7-3/4 2

35/84-1/4

6-3/4 7-3/4 2

614"

61 4"

2-1/16"Ø

2" 612" 61

2" 2"

6"

1'-5"1-1/4"Ø HOLES

BASEPLATESBASEPLATE

612" 61

2"

10"

10"

2" 612" 61

2" 2"

6"

1'-5" 10"

10"

ANCHOR ROD LAYOUT

SHAFT CENTERLINE (X AXIS)

SHAFT CENTERLINE (Z AXIS)

2S-3SCALE: 3/4" = 1'-0"

STRUCTURE #5 & #6



3'-6"

BASEPLATE

ANCHOR ROD LAYOUT





3'-6"

1'-1"2" 2"

1'-5"

1'-5"

2"1'-

1"2"

SEE SCHEDULE

612" 61

2"

61 2"61 2"

4S-3SCALE: 3/4" = 1'-0"

STRUCTURE #8

2'-0"

2'-0"

(4) 1-1/2"Ø HOLES

10" 10"

10"

10"

1'-0"

1'-0"

5S-3SCALE: 3/4" = 1'-0"

STRUCTURE #12





BASEPLATE

ANCHOR ROD LAYOUT

10" 10"

10"

10"

1-5/8"Ø HOLES

912"13

4" 134"

1'-10

1 2"

13 4"13 4"

91 2"





COLUMN BASEPLATE

ANCHOR ROD LAYOUT

1'-0"

912"

1'-1012"

91 2"

912" 91

2"

91 2"91 2"

1'-0"


ANCHOR ROD LAYOUT

1S-3SCALE: 3/4" = 1'-0"

STRUCTURE #4

4'-0" 4'-0"




614"

61 4"

4'-6"

Reg. No. 58573

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1G15

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004,

F.A

.C.





TEL:



(904) 296-2646


STRUCTURAL ENGINEER

17008 PRELIMINARY

FOR BIDDING

PURPOSES

ONLY

4/12/1

7

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DESIGN ENGINEER:

PE LICENSE NO. :

CHECKED

DRAWN

DATE

SCALE:

ENGINEER

DRAWING NO.

80688

JOHN P. FRANKO, P.E.

48'32'16'16' 0'

John

Bid Stamp - Non-Release

John

Typewritten Text

RECORD DRAWING

Report of Geotechnical Exploration For

Guana Substation Additions Ponte Vedra, FL

MAE Project No. 0020-0008 January 18, 2016

Prepared for:

Fred Wilson & Associates 3970 Hendricks Avenue

Jacksonville, Florida 32207

Prepared by:

8936 Western Way, Suite 12 Jacksonville, Florida 32256

Phone (904) 519-6990 Fax (904) 519-6992

8936 Western Way, Suite 12 Jacksonville, Florida 32256 Phone: (904)519-6990 Fax: (904)519-6992

January 18, 2015

Mr. Ed Wisser, P.E. Fred Wilson & Associates 3970 Hendricks Avenue Jacksonville, Florida 32207

Subject: Report of Geotechnical Exploration Guana Substation Additions Ponte Vedra, Florida MAE Project No. 0020-0008

Dear Mr. Wisser:

MESKEL & ASSOCIATES ENGINEERING, PLLC (MAE) is pleased to provide the attached geotechnical exploration report for the subject project. The purpose of this exploration was to explore the subsurface conditions at the site to provide recommendations for design and construction of the slab-on-grade foundations for power transformer and circuit breakers; and augered pier foundations for terminal structures, bus support and switch foundations. This report presents our understanding of the project, a summary of our findings, and an evaluation of the collected data.

In summary, beneath a surficial topsoil layer of 4 to 6 inches (1 inches of superficial rock fragments encountered at a B-1), the borings encountered fine sands and fine sands with silt, followed by silty sands, sandy silt, sandy clay and silt to the boring termination depths. The relative densities of the soils encountered range from loose to dense, and beginning at a depth of approximately 23 feet, contained various amounts of shell fragments. We understand that the planned power transformers and circuit breakers will be supported by grade-supported concrete slabs. In our opinion, the encountered soil conditions are adaptable for this foundation system. Furthermore, we understand that the planned 3-phase bus support and switch stand, and terminal structures are to be supportedby an augered pier foundation system. Per your request, we have provided estimated soil parameters for use in the design of the foundation system for these structures (by others).

We appreciate this opportunity to be of service as your geotechnical consultant on this phase of the project. If you have any questions, or if we may be of any further service, please contact us.

Sincerely, MESKEL & ASSOCIATES ENGINEERING, PLLC MAE FL Certificate of Authorization No. 28142

_________________________________________ _______________________________________ W. Josh Mele, E.I. Joey Broussard, P.E. Staff Engineer Director of Geotechnical Engineering Registered, Florida No. 58233 Distribution: Mr. Wisser, P.E. – Fred Wilson & Associates, Inc. 1 PDF

Guana Substation Additions MAE Project No. 0020-0008


Phone: (904)519-6990 Fax: (904)519-6992

Page | i

TABLE OF CONTENTS

Subject Page No. 1.0 SITE AND PROJECT DESCRIPTION .............................................................................................. 1

1.1 General ............................................................................................................................................................... 1 1.2 Project Description ....................................................................................................................................... 1

2.0 FIELD TESTING .................................................................................................................................. 1 2.1 SPT and Hand Auger Borings ................................................................................................................... 1 2.2 Double-Ring Infiltrometer Tests ............................................................................................................. 2

3.0 LABORATORY INDEX PROPERTY TESTING ............................................................................. 2 3.1 Soil Properties ................................................................................................................................................ 2 3.2 Soil Resistivity Testing ................................................................................................................................ 2

4.0 GENERAL SUBSURFACE SOIL CONDITIONS .............................................................................. 3 4.1 General Soil Profile ....................................................................................................................................... 3 4.2 Groundwater Level ....................................................................................................................................... 3 4.5 Seasonal High Groundwater Level ......................................................................................................... 4

5.0 DESIGN RECOMMENDATIONS ...................................................................................................... 4 5.1 General ............................................................................................................................................................... 4 5.2 Foundation Design Recommendations ................................................................................................ 5 5.3 Estimated Soil Parameters ........................................................................................................................ 6

6.0 SITE PREPARATION AND EARTHWORK RECOMMENDATIONS ........................................ 6 6.1 Clearing and Stripping ................................................................................................................................ 6 6.2 Temporary Groundwater Control .......................................................................................................... 6 6.3 Compaction ...................................................................................................................................................... 7 6.4 Structural Backfill and Fill Soils .............................................................................................................. 7 6.5 Foundation Areas .......................................................................................................................................... 7

7.0 QUALITY CONTROL TESTING ....................................................................................................... 8 8.0 REPORT LIMITATIONS .................................................................................................................... 8

Guana Substation Additions MAE Project No. 0020-0008 FIGURES

Figure 1. Site Location Map Figure 2. Boring and DRI Location Plan Figures 3-4. Generalized Soil Profiles

APPENDICES Appendix A. Soil Boring Logs Field Exploration Procedures Key to Boring Logs Key to Soil Classification Appendix B. Summary of Laboratory Test Data Laboratory Test Procedures Grain Size Distribution Curve Appendix C. DRI Test Results Table 1 - Estimated Soil Parameters



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1.0 SITE AND PROJECT DESCRIPTION 1.1 General Project information was provided to us by Fred Wilson & Associates (FWA). We were provided with:

• Map showing Topographic Survey of project site and proposed SPT boring and DRI test locations, prepared by Degrove Surveyors, Inc. and last dated September 30, 2016.

• Guana Substation Additions Layout A Site Plan prepared by Jacksonville Beach Electric Utilities Department and last dated February 2, 2016.

• Guana Substation Additions Ground Grid Plan prepared by Jacksonville Beach Electric Utilities Department and last dated September 12, 2002.

• A table of expected loads (vertical, shear, and moment) for the 3-Phase Bus Support and Switch Stand from a “similar” substation layout.

1.2 Project Description The Guana Substation is located at 5275 Palm Valley Road in Ponte Vedra Beach, Florida. The general site location is shown on the attached Figure 1.

Based on the provided information, we understand that the existing fenced area will be expanded to include slab-on-grade supported power transformer and circuit breakers, and augured pier supported terminal structures, bus support and switch foundations.

If actual project information varies from these conditions, then the recommendations in this report may need to be re-evaluated. Any changes in these conditions should be provided so the need for re-evaluation of our recommendations can be assessed prior to final design.

2.0 FIELD TESTING Our field exploration was performed on December 5, 2016. A copy of the provided Topographic Survey showing the requested boring locations was used to locate the soil borings. The borings were located in the field by a MAE representative using taped measurements from existing site features and should be considered approximate. The attached Boring and DRI Location Plan, Figure 2, is a copy of the referenced Topographic Survey provided and shows the approximate soil boring locations.

2.1 SPT and Hand Auger Borings Three Standard Penetration Test (SPT) borings and two hand auger borings were advanced at the site to explore the subsurface conditions. The auger borings were advanced adjacent to the Double-Ring Infiltrometer (DRI) test locations (DRI-1, DRI-2). The borings were advanced to a depths of approximately 6, 20, 40, and 45 feet below the existing ground surface, in general accordance with the methodologies outlined in ASTM D 1586 (SPT borings) and ASTM D 1452 (auger borings). Split-spoon soil samples recovered during performance of the borings were described in the field by the field crew, and representative portions of the samples were transported to our laboratory for classification and further evaluation. A summary of the field procedures used for the SPT and hand auger borings with DRI tests is included in Appendix A.



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2.2 Double-Ring Infiltrometer Tests Two Double-Ring Infiltrometer (DRI) tests were conducted in general accordance with the procedures outlined in the latest revision of ASTM D 3385, Infiltration Rate of Soils in Field using Double-Ring Infiltrometers. Documentation of the DRI test procedure is presented in Appendix C. Each test location was initially cleared of all surface vegetation and topsoil, excavated to the desired test depth of approximately 24 inches below existing grade, and then leveled. The outer ring, approximately 24 inches in diameter, was driven to a depth of 6 inches below the test depth. The inner ring, approximately 12 inches in diameter, was inserted inside the outer ring, centered, and driven to a depth of approximately 2 inches below the test depth. A thin layer of gravel was placed on the exposed soils inside each ring at the test level. The 2 rings were filled simultaneously with 4 inches of water. The water level was maintained throughout the test periods, with the required amount of water added to maintain this level in both rings recorded at time intervals of 5 minutes. After reaching a stabilized inflow volume of water, each test was continued for approximately 120 minutes.

3.0 LABORATORY INDEX PROPERTY TESTING Representative soil samples obtained during our field exploration were visually classified by a geotechnical engineer using the Unified Soil Classification System (USCS) in general accordance with ASTM D 2488. A Key to the Soil Classification System is included in Appendix A.

3.1 Soil Properties Quantitative laboratory testing was performed on selected samples of the soils encountered during the field exploration. The purpose of the testing was to better define the composition of the encountered soils, and to provide data for estimation of their geotechnical engineering design parameters. The laboratory testing determined the natural moisture, percent fines (percent passing the No. 200 sieve), a full sieve analysis and Atterburg Limits. The results of the laboratory testing are shown in the Summary of Laboratory Test Results included in Appendix B. Also, these results are shown on the Generalized Soil Profiles (Figures 3 and 4) and on the Log of Boring records at the respective depths from which the tested samples were recovered.

3.2 Soil Resistivity Testing Tests to determine soil resistivity were requested on soil samples obtained from boring B-1 at depths of 5 and 20 feet below the existing ground surface. These samples were transported to Terracon Consultants, Inc. for testing in accordance with FDOT test method FM 5-551. The results of these tests are shown in the table below.

Boring No./ Sample No.

Sample Depth Average, ft*

USCS Soil Classification

Resistivity Ohm-cm

B-1/3 5 SP-SM 22,000

B-1/7 20 SP-SM 3,400

*Depth below ground surface



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4.0 GENERAL SUBSURFACE SOIL CONDITIONS 4.1 General Soil Profile The generalized subsurface conditions encountered at each boring location are graphically presented as the Generalized Soil Profiles (Figures 3 and 4). Detailed boring records are included in Appendix A. When reviewing this information, it should be understood that the soil conditions will vary between the boring locations. The soil conditions encountered are as follows:

• At boring location B-1, a surficial gravel layer (approximately 1 inch in thickness) was encountered, underlain by fine sands with silt (SP-SM) and rock fragments to approximately 4 feet below ground surface. This was underlain by very loose fine sands with silt (SP-SM) to approximately 5 feet below grade surface, followed by very loose to medium dense silty fine sands (SM) to approximately 14 feet below grade, and then dense fine sands (SP) and fine sands with silt (SP-SM) to the boring termination depth of 20 feet below existing ground surface.

• At boring location B-2, a surficial topsoil layer approximately 6 inches in thickness was encountered, followed by medium dense to dense fine sands (SP) and fine sands with silt (SP-SM) to approximately 23 feet below grade. The boring then encountered firm clay (CL) containing few shell fragments to approximately 29 feet in depth, followed by soft, very sandy silt (MH) containing some shell fragments to approximately 34 feet in depth. The MH layer was followed by dense silty sands (SM) to approximately 39 feet in depth, underlain by loose fine sands with silt (SP-SM) to the boring termination depth of 40 feet below existing ground surface.

• At boring location B-3, a surficial topsoil layer approximately 4-1/2 inches in thickness was encountered, underlain by loose to medium dense fine sands (SP) and fine sands with silt (SP-SM) to approximately 23 feet below existing grade, followed by soft clay (CL) containing little shell fragments to approximately 25 feet in depth, and then very loose clayey fine sands (SC) containg trace to some shell fragments to approximately 39 feet in depth. Following this clayey sand (SC) layer, the boring encountered loose silty sands (SM) to approximately 44 feet in depth, followed by loose fine sand with silt (SP-SM) to the boring termination depth of 45 feet below existing ground surface.

• At the boring locations DRI-1 and DRI-2, a surficial topsoil layer approximately 6 inches was encountered, followed by fine sands (SP) and fine sands with silt (SP-SM) to the boring termination depths of 6 feet below existing ground surface. As an exception, boring DRI-1 encountered silty fine sands (SM) from 5 feet in depth to the boring termination of 6 feet below existing groud surface.

4.2 Groundwater Level The groundwater level was encountered at each of the boring locations and measured at the time the borings were drilled between depths of 6 feet 1 inch and 5 feet 8 inches below the existing ground surface. It should be anticipated that the groundwater levels will fluctuate seasonally and with changes in climate. The measured groundwater levels are shown on the Generalized Soil Profiles (Figures 3 and 4) on the soil boring logs.

4.3 USDA Web Soil Survey Data The results of a review of the USDA Natural Resources Conservation Service (NRCS) Web Soil Survey of St. Johns County are shown in the table below. The predominant soil map unit at the site is Tocoi



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fine sand. The soil type, drainage class, hydrologic group, and estimated seasonal high groundwater levels reported in the Soil Survey are as follows:

Soil No. Soil Type Drainage Class Hydrologic Group

Depth to the Water Table (1)

(inches)

34 Tocoi fine sand (nonhydric) Poorly Drained A/D 6 to 18

(1) The “Water table” above refers to a saturated zone in the soil which occurs during specified months, typically the summer wet season. Estimates of the upper limit shown in the Web Soil Survey are based mainly on observations of the water table at selected sites and on evidence of a saturated zone, namely grayish colors (redoximorphic features) in the soil. A saturated zone that lasts for less than a month is not considered a water table.

4.5 Seasonal High Groundwater Level In estimating seasonal high groundwater level, a number of factors are taken into consideration including antecedent rainfall, soil redoximorphic features (i.e., soil mottling), stratigraphy (including presence of hydraulically restrictive layers), vegetative indicators, effects of development, and relief points such as drainage ditches, low-lying areas, etc.

Based on our interpretation of the current site conditions, including the boring logs and groundwater levels measured at the boring locations, we estimate the seasonal high groundwater levels at the site to be 2 to 3 feet above the groundwater levels as shown on the Generalized Soil Profiles (Figures 3 through 4).

It is possible that higher groundwater levels may exceed the estimated seasonal high groundwater level as a result of significant or prolonged rains. Therefore, we recommend that design drawings and specifications account for the possibility of groundwater level variations, and construction planning should be based on the assumption that such variations will occur.

5.0 DESIGN RECOMMENDATIONS 5.1 General The following evaluation and recommendations for shallow foundation support of the planned transformers and circuit breakers are based on the provided project information as presented in this report, results of the field exploration and laboratory testing performed, and the construction techniques recommended in Section 6.0 below. We understand that the augered pier foundations for the remaining structures will be designed by others. Per your request, we have estimated soil parameters for the soil layers encountered in the borings for the designer’s use. These estimated soil parameters are presented in Appendix C of this report. If the described project conditions are incorrect or changed after this report, or subsurface conditions encountered during construction are different from those reported, MAE should be notified so these recommendations can be re-evaluated and revised, if necessary. We recommend that MAE review the foundation plans and earthwork specifications to verify that the recommendations in this report have been properly interpreted and implemented.



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5.2 Foundation Design Recommendations Based on the results of our exploration, we consider the subsurface conditions at the site adaptable for support of the proposed transformer and circuit breaker structures when constructed on a properly designed shallow foundation systems. Provided the site preparation and earthwork construction recommendations outlined in Section 6.0 of this report are performed, the following parameters may be used for foundation design.

5.2.1 Bearing Pressure The maximum allowable net soil bearing pressure for use in shallow foundation design should not exceed 2,500 psf. Net bearing pressure is defined as the soil bearing pressure at the foundation bearing level in excess of the natural overburden pressure at that level. The foundations should be designed based on the maximum load that could be imposed by all loading conditions.

5.2.2 Foundation Size We understand that the transformer and circuit breaker structures will be supported on either a slab or “mat” shallow foundation, or a grade-supported slab with thickened edges. If monolithically placed thickened edges are used, we recommend a minimum width of 12 inches. Even though the maximum allowable soil bearing pressure may not be achieved, these width recommendations should control the size of the foundations.

5.2.3 Bearing Depth Monolithically placed thickened edges should bear at a depth of at least 18 inches below the exterior final grades. If a slab or mat foundation is used, then it should bear at a depth of at least 12 inches below exterior final grades to provide confinement to the bearing level soils. It is recommended that stormwater be diverted away from the structures to reduce the potential of erosion of bearing level soils.

5.2.4 Bearing Material The foundations may bear in either the compacted suitable natural soils or compacted structural fill. The bearing level soils, after compaction, should exhibit densities equivalent to 95 percent of the modified Proctor maximum dry density (ASTM D 1557), to a depth of at least one foot below the foundation bearing levels.

5.2.5 Settlement Estimates Post-construction settlements of the structure will be influenced by several interrelated factors, such as (1) subsurface stratification and strength/compressibility characteristics; (2) footing size, bearing level, applied loads, and resulting bearing pressures beneath the foundations; and (3) site preparation and earthwork construction techniques used by the contractor. Our settlement estimates for the shallow foundation supported transformer and circuit breaker structures are based on the use of site preparation/earthwork construction techniques as recommended in Section 6.0 of this report. Any deviation from these recommendations could result in an increase in the estimated post-construction settlements of the structure.

Due to the sandy nature of the near-surface soils, we expect the majority of settlement to occur in an elastic manner and fairly rapidly during construction. Using the recommended maximum bearing pressure, the supplied/assumed maximum structural loads, and the field and laboratory test data



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that we have correlated to geotechnical strength and compressibility characteristics of the subsurface soils, we estimate that total settlements of the structure could be on the order of one inch or less.

Differential settlements result from differences in applied bearing pressures and variations in the compressibility characteristics of the subsurface soils. Because of the general uniformity of the subsurface conditions and the recommended site preparation and earthwork construction techniques outlined in Section 6.0, we anticipate that differential settlements of the structure should be within tolerable magnitudes.

5.3 Estimated Soil Parameters Our estimated soil parameters for use in design of the augered pier foundations for terminal structures, bus support and switch foundations (by others ) are presented as Table 1 in Appendix C. These parameters are based on empirical correlations between SPT boring N-values and various soil properties. In each case, N-values were averaged over the typical depths shown. We assumed that groundwater is at the existing ground surface when developing these parameters. Finally, we recommend that the friction coefficient between the soils encountered in the borings and concrete structures be 0.4.

6.0 SITE PREPARATION AND EARTHWORK RECOMMENDATIONS Site preparation as outlined in this section should be performed to provide more uniform foundation bearing conditions, to reduce the potential for post-construction settlements of the planned structures.

6.1 Clearing and Stripping Prior to construction, the location of existing underground utility lines within the construction area should be established. Provisions should then be made to relocate interfering utilities to appropriate locations. It should be noted that, if underground pipes are not properly removed or plugged, they may serve as conduits for subsurface erosion, which may subsequently lead to excessive settlement of overlying structures.

6.2 Temporary Groundwater Control Because of the need for densification of the soils within the upper 2 feet below the stripped surface, temporary groundwater control measures may be required if the groundwater level is within 2 feet below the stripped and grubbed surface at the time of construction. Should groundwater control measures become necessary, dewatering methods should be determined by the contractor. We recommend the groundwater control measures, if necessary, remain in place until compaction of the existing soils is completed. The dewatering method should be maintained until backfilling has reached a height of 2 feet above the groundwater level at the time of construction. The site should be graded to direct surface water runoff from the construction area.

Note that discharge of produced groundwater to surface waters of the state from dewatering operations or other site activities is regulated and requires a permit from the State of Florida Department of Environmental Protection (FDEP). This permit is termed a Generic Permit for the Discharge of Produced Groundwater From Any Non-Contaminated Site Activity. If discharge of produced groundwater is anticipated, we recommend sampling and testing of the groundwater early in the site design phase to prevent project delays during construction. MAE can provide the sampling, testing, and professional consulting required to evaluate compliance with the regulations.



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6.3 Compaction After completing the clearing and stripping operations, and installing the temporary groundwater control measures (if required), the exposed surface area should be compacted with a vibratory drum roller having a minimum static, at-drum weight, on the order of 4 to 6 tons. Typically, the material should exhibit moisture contents within ±2 percent of the modified Proctor optimum moisture content (ASTM D 1557) during the compaction operations. Compaction should continue until densities of at least 95 percent of the modified Proctor maximum dry density (ASTM D 1557) have been achieved within the upper 2 feet of the compacted natural soils at the site. Prior to compaction, proof-rolling of the site with a loaded dump truck is recommended to locate any unforeseen soft areas or unsuitable surface or near-surface soils.

Should the bearing level soils experience pumping and soil strength loss during the compaction operations, compaction work should be immediately terminated. The disturbed soils should be removed and backfilled with dry structural fill soils, which are then compacted, or the excess moisture content within the disturbed soils should be allowed to dissipate before recompacting.

Care should be exercised to avoid damaging any nearby structures while the compaction operation is underway. Prior to commencing compaction, occupants of adjacent structures should be notified, and the existing conditions of the structures should be documented with photographs and survey (if deemed necessary). Compaction should cease if deemed detrimental to adjacent structures, and Meskel & Associates Engineering should be contacted immediately. It is recommended that the vibratory roller remain a minimum of 50 feet from existing structures. Within this zone, use of a track-mounted bulldozer or a vibratory roller operating in the static mode is recommended.

6.4 Structural Backfill and Fill Soils Any structural backfill or fill required for site development should be placed in loose lifts not exceeding 12 inches in thickness and compacted by the use of the above described vibratory drum roller. The lift thickness should be reduced to 8 inches if the roller operates in the static mode or if track-mounted compaction equipment is used. If hand-held compaction equipment is used, the lift thickness should be further reduced to 6 inches.

Structural fill is defined as a non-plastic, inorganic, granular soil having less than 10 percent material passing the No. 200 mesh sieve and containing less than 4 percent organic material. The fine sand and slightly silty or clayey fine sand, without roots, as encountered in the borings, are suitable as fill materials and, with proper moisture control, should densify using conventional compaction methods. It should be noted that soils with more than 10 to 12 percent passing the No. 200 sieve will be more difficult to compact, due to their nature to retain soil moisture, and may require drying. Typically, the material should exhibit moisture contents within ±2 percent of the modified Proctor optimum moisture content (ASTM D 1557) during the compaction operations. Compaction should continue until densities of at least 95 percent of the modified Proctor maximum dry density (ASTM D 1557) have been achieved within each lift of the compacted structural fill.

To enhance the construction schedule, we do not recommend soils classified as clayey find sands (SC) or clays (CL,CH) for structural fill.

6.5 Foundation Areas After satisfactory placement and compaction of the required structural fill, the foundation areas may be excavated to the planned bearing levels. The foundation bearing level soils, after compaction, should exhibit densities equivalent to 95 percent of the modified Proctor maximum dry density (ASTM D 1557), to a depth of one foot below the bearing level. For confined areas, such as the footing



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excavations, any additional compaction operations can probably best be performed by the use of a lightweight vibratory sled or roller having a total weight on the order of 500 to 2000 pounds.

7.0 QUALITY CONTROL TESTING A representative number of field in-place density tests should be made in the upper 2 feet of compacted natural soils, in each lift of compacted backfill and fill, and in the upper 12 inches below the bearing levels in the footing excavations. The density tests are considered necessary to verify that satisfactory compaction operations have been performed. We recommend density testing be performed as listed below:

one location for every 5,000 square feet of building area

25 percent of any isolated column footing locations

one location for every 100 linear feet of continuous wall footings

8.0 REPORT LIMITATIONS This report has been prepared for the exclusive use of Fred Wilson & Associates, Inc. and their clients for specific application to the Guana Substation Additions project. A version of our report that is signed and sealed in blue ink may be considered an original of the report. Copies of an original should not be relied on unless specifically allowed by MAE in writing. Our work for this project was performed in accordance with generally accepted geotechnical engineering practice. No warranty, express or implied, is made.

The findings from our field exploration and the laboratory test results contained in this report are based on the data obtained from the borings performed at this site for this project. This testing indicates subsurface conditions only at the specific locations and times, and only to the depth explored. These results do not reflect subsurface variations that may exist away from the boring locations and/or at depths below the boring termination depth. Subsurface conditions and water levels at other locations may differ from conditions occurring at the tested locations. In addition, it should be understood that the passage of time may result in a change in the conditions at the tested locations.

The scope of our services did not include any environmental assessment or testing for the presence or absence of hazardous or toxic materials in the soil, groundwater, or surface water within or beyond the subject site. Any statements made in this report, and/or notations made on the generalized soil profiles or boring logs, regarding odors or other potential environmental concerns are based on observations made during execution of our scope of services and as such are strictly for the information of our client. No opinion of any environmental concern of such observations is made or implied. Unless complete environmental information regarding the site is already available, an environmental assessment is recommended.

If changes in the design or location of the structure occur, the conclusions and recommendations contained in this report may need to be modified. We recommend that these changes be provided to us for our consideration. MAE is not responsible for conclusions, interpretations, opinions or recommendations made by others based on the data contained in this report.

Figures _____________________________________________________________________________________

Site Location Map

PREPARED BY PROJECT NAME

Guana Substation Additions St. Johns County, Florida

REFERERENCE SCALE

Delorme XMap 7.0 NTS PREPARED FOR MAE PROJECT NO. FIGURE NO.

Fred Wilson & Associates, Inc. 0020-0008 1

Approximate Site

Location

N

0

5

10

15

20

25

30

35

40

45

BY DESCRIPTION DATE BY DESCRIPTION

SHEET TITLE:

PROJECT NAME:

DATE

0020-0008FIGURE NO.

Generalized Soil Profiles

3

Depth (ft)D

epth

(ft

)

LegendNatural Moisture Content (%)

% Passing No. 200 U.S. Standard SieveDepth to Groundwater at Time of Drilling

Gravel Fine Sand with Silt Silty Fine Sand

Fine Sand Topsoil

DATE:


MAE PROJECT NO.

Guana Substation AdditionsFL Certificate of Authorization No. 28142

8936 Western Way, Suite 12, Jacksonville, FL 32256

Clay

N w

BT -200

Standard Penetration Resistance,Blows/Foot

Unified Soil Classification System

Indicates 1 Hammer blow drove splitspoon sampler 24 inches.

(SP)

Boring Terminated at Depth Below ExistingGrade

LL Liquid Limit

Plasticity IndexPI

Boring Advanced by hand-held bucket augerdue to possible underground utilities.

HA 1/24"

0

5

1/04/2017

10

15

20

25

30

35

40

45

St. Johns County, Florida

1

7

13

35

36

Gravel (rock fragments) (1')

Loose, Grayish brown silty fine SAND, poorlygraded. (SM)

Medium dense, Grayish brown silty fine SAND,poorly graded. (SM)

Dense, Gray fine SAND, poorly graded. (SP)

Dense, Gray fine SAND with silt, poorly graded.(SP-SM)

BT @ 20'.Date Drilled: 12/5/2016

Very loose, Brown fine SAND with silt, poorlygraded. (SP-SM)

Very dark gray fine SAND with silt and gravel (rockfragments), poorly graded. (SP-SM)

HA

Very loose, Very dark grayish brown silty fineSAND, poorly graded. (SM)

Very loose, Dark greenish gray fine SAND with silt,poorly graded. (SP-SM)

8

12

13

9

6

2

29

15

4

1

33

5

Topsoil (6")Medium dense, Brown fine SAND with silt, poorlygraded. (SP)Medium dense, Black fine SAND with silt, poorlygraded. (SP-SM)

Medium dense, Dark brown fine SAND with silt,poorly graded. (SP-SM)

Medium dense, Very dark brown fine SAND withsilt, trace organic fines, poorly graded. (SP-SM)

Loose, Very dark brown fine SAND with silt, poorlygraded. (SP-SM)

Dense, Gray fine SAND with silt, poorly graded.(SP-SM)

Medium dense, Very dark gray fine SAND with silt,poorly graded. (SP-SM)

Firm, Dark greenish gray sandy CLAY, few gravel(shell fragments). (CL)

Soft, Dark greenish gray very sandy SILT, somegravel (shell fragments). (MH)

Dense, Dark greenish gray silty fine SAND, poorlygraded. (SM)

Loose, Dark greenish gray fine SAND with silt,poorly graded. (SP-SM)


Very loose to loose, Dark greenish gray clayey fineSAND, little to some gravel (shell fragments),poorly graded. (SC)

11

8

7

10

14

7

15

2

2

3

3

3

6

5

Topsoil (4 1/2")Medium dense, Dark brown fine SAND, poorlygraded. (SP)Medium dense, Very dark gray fine SAND with silt,poorly graded. (SP-SM)Loose, Brown fine SAND with silt, poorly graded.(SP-SM)

Medium dense, Brown fine SAND with silt andsmall root fragments, poorly graded. (SP-SM)

Medium dense, Grayish brown fine SAND with silt,poorly graded. (SP-SM)

Loose, Gray fine SAND with silt, poorly graded.(SP-SM)

Medium dense, Dark gray fine SAND with silt,poorly graded. (SP-SM)

Soft, Dark greenish gray sandy CLAY, little gravel(shell fragments), poorly graded. (CL)Very loose, Dark greenish gray very clayey fineSAND, little gravel (shell fragments), poorlygraded. (SC)Very loose, Dark greenish gray clayey fine SAND,trace gravel (shell fragments), poorly graded. (SC)1/24"

1/24"Very loose, Dark greenish gray clayey fine SAND,poorly graded. (SC)

Loose, Dark greenish gray silty fine SAND, tracegravel (shell fragments), poorly graded. (SM)

Loose, Dark greenish gray fine SAND with silt,poorly graded. (SP-SM)


1/24"

B-1 B-2 B-3

JOEY BROUSSARD, P.E. P.E. NO.: 58233

w = 26-200 = 14

w = 29-200 = 4

w = 14-200 = 10

w = 29-200 = 9

w = 63-200 = 50

w = 34-200 = 16

w = 26-200 = 6

w = 24-200 = 5

w = 43-200 = 39LL = 37PI = 22

w = 41-200 = 7

w = 54-200 = 26

0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

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4.5

5.0

5.5

6.0

6.5

BY DESCRIPTION DATE BY DESCRIPTION

SHEET TITLE:

PROJECT NAME:

DATE

0020-0008FIGURE NO.

Generalized Soil Profiles

4

Depth (ft)D

epth

(ft

)

BT

(SP)Topsoil Fine Sand Fine Sand with Silt

Silty Fine Sand

DATE:

Legend


MAE PROJECT NO.

Unified Soil Classification System Depth to Groundwater at Time of Drilling

Guana Substation Additions

Boring Terminated at Depth Below Grade

FL Certificate of Authorization No. 281428936 Western Way, Suite 12, Jacksonville, FL 32256 St. Johns County, Florida

Topsoil (6")

Very dark brown fine SAND, trace organic fines,poorly graded. (SP)

Very dark brown fine SAND with silt, poorlygraded. (SP-SM)


Brown fine SAND with silt, poorly graded. (SP-SM)

Olive brown silty fine SAND, poorly graded. (SM)

Dark brown fine SAND, poorly graded. (SP-SM)

Topsoil (6")

Brown fine SAND, poorly graded. (SP)


Black fine SAND with silt, poorly graded. (SP-SM)

1/04/2017

DRI-1 DRI-2

JOEY BROUSSARD, P.E. P.E. NO.: 58233

Appendix A _____________________________________________________________________________________

PROJECT NAME Guana Substation Additions

CLIENT Fred Wilson & Associates, Inc.

PROJECT NO. 0020-0008

1/12" Indicates 1 hammer blows drove split spoonsampler 12 inches.

NE

W M

AE

LO

G U

SC

S B

OR

ING

LO

CA

TIO

N-E

OD

- N

EW

TE

MP

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-30-

12.G

DT

- 1

2/23

/16

12:

15 -

M:\G

INT

\GIN

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\002

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GU

AN

A S

UB

ST

AT

ION

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ION

S.G

PJ

Meskel & Associates Engineering, PLLCFL Certificate of Authorization No. 281428936 Western Way, Suite 12Jacksonville, FL 32256P: (904)519-6990 F: (904)519-6992

12

AT TIME OF DRILLING 6 ft 8 in

1

429

14

Gravel (rock fragments) (1')

Very dark gray fine SAND with silt and gravel (rockfragments), poorly graded.

Very loose, Brown fine SAND with silt, poorlygraded.

Loose, Grayish brown silty fine SAND, poorlygraded.

Medium dense, Grayish brown silty fine SAND,poorly graded.

Dense, Gray fine SAND, poorly graded.

Dense, Gray fine SAND with silt, poorly graded.

Bottom of borehole at 20 feet.

SP-SM

SP-SM

SM

SM

SM

SP

SP-SM

COMPLETED 12/5/16DATE STARTED 12/5/16

DRILLING CONTRACTOR MAE, PLLC

LOGGED BY P.R.Young CHECKED BY W. Josh Mele GROUND ELEVATION HAMMER TYPE Automatic

DRILLING METHOD Standard Penetration Test

BORING LOCATION See Boring Location Plan

MO

IST

UR

EC

ON

TE

NT

(%

)

PLA

ST

ICIT

YIN

DE

X

GR

AP

HIC

LOG

N-V

ALU

E

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REMARKS

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ER

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ET

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(RQ

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BORING B-1PAGE 1 OF 1

Very loose, Very dark grayish brown silty fineSAND, poorly graded.

1/12"

91322

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NOTES GROUND WATER LEVELS

END OF DAY ---

PROJECT LOCATION St. Johns County, Florida

14

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3579

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4544

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Medium dense, Brown fine SAND with silt, poorlygraded.

Medium dense, Black fine SAND with silt, poorlygraded.

Medium dense, Dark brown fine SAND with silt,poorly graded.

Medium dense, Very dark brown fine SAND withsilt, trace organic fines, poorly graded.

Loose, Very dark brown fine SAND with silt, poorlygraded.

Very loose, Dark greenish gray fine SAND with silt,poorly graded.

Dense, Gray fine SAND with silt, poorly graded.

Medium dense, Very dark gray fine SAND with silt,poorly graded.

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Firm, Dark greenish gray sandy CLAY, few gravel(shell fragments).

Soft, Dark greenish gray very sandy SILT, somegravel (shell fragments).

Dense, Dark greenish gray silty fine SAND, poorlygraded.

Loose, Dark greenish gray fine SAND with silt,poorly graded.


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Medium dense, Dark brown fine SAND, poorlygraded.


Loose, Brown fine SAND with silt, poorly graded.

Medium dense, Brown fine SAND with silt andsmall root fragments, poorly graded.

Medium dense, Grayish brown fine SAND with silt,poorly graded.

Loose, Gray fine SAND with silt, poorly graded.

Medium dense, Dark gray fine SAND with silt,poorly graded.






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END OF DAY ---AT TIME OF DRILLING 5 ft 8 in


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Medium dense, Dark gray fine SAND with silt,poorly graded.

Soft, Dark greenish gray sandy CLAY, little gravel(shell fragments), poorly graded.

Very loose, Dark greenish gray very clayey fineSAND, little gravel (shell fragments), poorly graded.

Very loose, Dark greenish gray clayey fine SAND,trace gravel (shell fragments), poorly graded.

Very loose, Dark greenish gray clayey fine SAND,poorly graded.

Very loose to loose, Dark greenish gray clayey fineSAND, little to some gravel (shell fragments),poorly graded.

Loose, Dark greenish gray silty fine SAND, tracegravel (shell fragments), poorly graded.

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Loose, Dark greenish gray silty fine SAND, tracegravel (shell fragments), poorly graded.

Loose, Dark greenish gray fine SAND with silt,poorly graded.


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Very dark brown fine SAND, trace organic fines,poorly graded.

Brown fine SAND with silt, poorly graded.

Very dark brown fine SAND with silt, poorly graded.

Olive brown silty fine SAND, poorly graded.


SP

SP-SM

SP-SM

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LOGGED BY P.R.Young CHECKED BY W. Josh Mele GROUND ELEVATION HAMMER TYPE

DRILLING METHOD Hand Auger


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BORING DRI-1PAGE 1 OF 1


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LOGGED BY P.R.Young CHECKED BY W. Josh Mele GROUND ELEVATION HAMMER TYPE

DRILLING METHOD Hand Auger


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BORING DRI-2PAGE 1 OF 1


Topsoil (6")

Brown fine SAND, poorly graded.

Dark brown fine SAND, poorly graded.


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Black fine SAND with silt, poorly graded.

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FIELDEXPLORATIONPROCEDURES

StandardPenetrationTest(SPT)Borings

TheStandardPenetrationTest(SPT)boring(s)wereperformedingeneralaccordancewiththe latestrevisionofASTMD1586,“PenetrationTestandSplit‐BarrelSamplingofSoils.”The borings were advanced by rotary drilling techniques. A split‐barrel sampler wasinsertedtotheboreholebottomanddriven18to24inchesintothesoilusinga140poundhammerfallinganaverageof30inchesperhammerblow.Thenumberofhammerblowsforthefinal12inchesofpenetration(18”sample)orforthesumofthemiddle12inchesofpenetration (24” sample) is termed the “penetration resistance, blow count, orN‐value.”Thisvalueisanindextoseveralin‐situgeotechnicalpropertiesofthematerialtested,suchasrelativedensityandYoung’sModulus.

Afterdrivingthesampler,itwasretrievedfromtheboreholeandrepresentativesamplesofthematerialwithin the split‐barrelwere containerizedand sealed. After completing thedrillingoperations,thesamplesforeachboringweretransportedtothelaboratorywheretheywereexaminedbyourengineerinordertoverifythefielddescriptions.

HandAugerBoring

Theaugerboring(s)wereperformedmanuallybytheuseofahandaugerandingeneralaccordancewith the latest revisionofASTMD1452, “Soil InvestigationandSamplingbyAugerBorings.”Representativesamplesofthesoilsbroughttothegroundsurfacebytheaugering process were placed in sealed containers and transported to our laboratorywheretheywereexaminedbyourengineertoverifythedriller’sfielddescriptions.

DRI TEST PROCEDURES

The Double-Ring Infiltrometer test was performed in the field in general accordance with the procedures outlined in the latest revision of ASTM D 3385, “Infiltration Rate of Soils in Field using Double-Ring Infiltrometers.” The test location was initially cleared of all surface vegetation and topsoil, excavated to the desired test depth and then leveled. The outer ring, approximately 24 inches in diameter, was driven to a depth of 6 inches below the test depth. The inner ring, approximately 12 inches in diameter, was inserted inside the outer ring, centered, and driven to a depth of approximately 2 inches below the test depth. A thin layer of gravel was placed on the exposed soils inside the rings at the test level. The two rings were filled simultaneously with 4 inches of water.

This water level maintained throughout the test period, with the required amount of water added to maintain this level in both rings recorded at time intervals of five minutes. After reaching a stabilized inflow volume of water, the test was continued for approximately 120 minutes. To determine the infiltration rate, the volume of water used during the stabilized flow period for the inner ring, the annular space and both rings combined is converted to the depth of water per unit of time (e.g., in inches per hour).

KBL-USCS-Auto

K E Y T O B O R I N G L O G S – U S C S

S o i l C l a s s i f i c a t i o n Soil classification of samples obtained at the boring locations is based on the Unified Soil Classification System (USCS). Coarse grained soils have more than 50% of their dry weight retained on a #200 sieve. Their principal descriptors are: sand, cobbles and boulders. Fine grained soils have less than 50% of their dry weight retained on a #200 sieve. They are principally described as clays if they are plastic and silts if they are slightly to non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

BORING LOG LEGEND Symbol Description

N Standard Penetration Resistance, the number of blows required to advance a standard spoon sampler 12" when driven by a 140-lb hammer dropping 30".

WOR Split Spoon sampler advanced under the weight of the drill rods WOH Split Spoon sampler advanced under the weight of the SPT hammer 50/2” Indicates 50 hammer blows drove the split spoon 2 inches; 50 Hammer blows for less than 6-

inches of split spoon driving is considered “Refusal”.

(SP) Unified Soil Classification System -200 Fines content, % Passing No. 200 U.S. Standard Sieve

w Natural Moisture Content (%) OC Organic Content (%) LL Liquid Limit PI Plasticity Index NP PP

Non-Plastic Pocket Penetrometer in tons per square foot (tsf)

MODIFIERS RELATIVE DENSITY (Coarse-Grained Soils)

Relative Density N-Value * SECONDARY CONSTITUENTS Very Loose Less than 3

(Sand, Silt or Clay) Loose 3 to 8 Trace Less than 5% Medium Dense 8 to 24 With 5% to 12% Dense 24 to 40

Sandy, Silty or Clayey 12% to 35% Very Dense Greater than 40 Very Sandy, Very Silty or Very Clayey 35% to 50%

CONSISTENCY (Fine-Grained Soils) ORGANIC CONTENT Consistency N-Value *

Trace 2% or less Very Soft Less than 1 Few 3% to 5% Soft 1 to 3

Little 5% to 10% Firm 3 to 6 With Greater than 10% Stiff 6 to 12

Very Stiff 12 to 24 Hard Greater than 24

MINOR COMPONENTS (Shell, Rock, Debris, Roots, etc.) RELATIVE HARDNESS (Limestone)

Trace Less than 5% Relative Hardness N-Value * Few 5% to 10% Soft Less than 50

Little 15% to 25% Hard Greater than 50

Some 30% to 45% * Using Automatic Hammer

Prefix: G = Gravel, S = Sand, M = Silt, C = Clay, O = Organic Suffix: W = Well Graded, P = Poorly Graded, M = Silty, L = Clay, LL < 50%, H = Clay, LL > 50%

Unified Soil Classification System (USCS) (from ASTM D 2487)

Major Divisions Group

Symbol Typical Names

Coarse-Grained Soils More than 50% retained on the 0.075 mm (No. 200) sieve

Gravels 50% or more of coarse fraction retained on the 4.75 mm (No. 4) sieve

Clean Gravels

GW Well-graded gravels and gravel-sand mixtures, little or no fines

GP Poorly graded gravels and gravel-sand mixtures, little or no fines

Gravels with Fines

GM Silty gravels, gravel-sand-silt mixtures

GC Clayey gravels, gravel-sand-clay mixtures

Sands 50% or more of coarse fraction passes the 4.75 (No. 4) sieve

Clean Sands

SW Well-graded sands and gravelly sands, little or no fines

SP Poorly graded sands and gravelly sands, little or no fines

Sands with Fines

SM Silty sands, sand-silt mixtures

SC Clayey sands, sand-clay mixtures

Fine-Grained Soils More than 50% passes the 0.075 mm (No. 200) sieve

Silts and Clays Liquid Limit 50% or less

ML Inorganic silts, very fine sands, rock four, silty or clayey fine sands

CL Inorganic clays of low to medium plasticity, gravelly/sandy/silty/lean clays

OL Organic silts and organic silty clays of low plasticity

Silts and Clays Liquid Limit greater than 50%

MH Inorganic silts, micaceous or diatomaceous fine sands or silts, elastic silts

CH Inorganic clays or high plasticity, fat clays

OH Organic clays of medium to high plasticity

Highly Organic Soils PT Peat, muck, and other highly organic soils

Appendix B _____________________________________________________________________________________

B-1 4 7 14 26 SM

B-1 6 14 4 29 SP

B-2 2 3 10 14 SP-SM

B-2 6 14 9 29 SP-SM

B-2 10 24 50 63

B-2 11 34 16 34 SM

B-3 3 5 6 26 SP-SM

B-3 7 19 5 24 SP-SM

B-3 9 26 39 43 37 15 22 SC

B-3 14 35 26 54 SC

Sample NoBorehole

Note: "---" Untested Parameter

%<#200Sieve

WaterContent

(%)

OrganicContent

(%)

LiquidLimit

PlasticLimit CommentsPlasticity

Index ClassificationUSCS

DATE.

SUMMARY OF LABORATORYTEST RESULTS

12/23/2016

Approx.Depth


PROJECT LOCATION Jacksonville, Florida CLIENT Fred Wilson & Associates, Inc.


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JMeskel & Associates Engineering, PLLCFL Certificate of Authorization No. 281428936 Western Way, Suite 12Jacksonville, FL 32256P: (904)519-6990 F: (904)519-6992

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CL

LABORATORYTESTPROCEDURES

NaturalMoistureContent

Thewater content of the tested samplewas determined in general accordancewith thelatestrevisionofASTMD2216.Thewatercontentisdefinedastheratioof“pore”or“free”waterinagivenmassofmaterialtothemassofsolidmaterialparticles.

AtterbergLimits

TheAtterbergLimitsconsistoftheLiquidLimit(LL)andthePlasticLimit(PL).TheLLandPLweredeterminedingeneralaccordancewiththelatestrevisionofASTMD4318.TheLListhewatercontentofthematerialdenotingtheboundarybetweentheliquidandplasticstates. ThePListhewatercontentdenotingtheboundarybetweentheplasticandsemi‐solid states. The Plasticity Index (PI) is the range of water content over which a soilbehavesplasticallyand isdenotednumericallyby thedifferencebetween theLLand thePL.Thewatercontentofthesampletestedwasdeterminedingeneralaccordancewiththelatest revisionofASTMD2216. Thewater content isdefined as the rationof “pore” or“free”waterinagivenmassofmaterialtothemassofsolidmaterialparticles.

Gradation

The particle size analysis or gradation of the sample tested was determined in generalaccordancewithlatestrevisionofASTMD422.Thistestproceduredeterminesthegrainsize distribution of the tested sample by passing the sample through a standard set ofnestedsieves.

PercentFinesContent

The percent fines ormaterial passing the No. 200mesh sieve of the sample testedwasdetermined ingeneralaccordancewith the latestrevisionofASTMD1140. Thepercentfinesarethesoilparticlesinthesiltandclaysizerange.

0

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35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

%Sand

4034

%GravelD10 (mm)D30 (mm)

0.12

D50 (mm)

0.8

D60 (mm)

2.65

COBBLESGRAVEL SAND

GRAIN SIZE IN MILLIMETERS

coarse fine coarse

PI Cc CuLL PL

3 100

26

Organics (%)

24 16 301 2006 10 501/2HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

MC %

GRAIN SIZE DISTRIBUTION CURVES

54

finemedium

1.5 8 143/4 3/8

PE

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D90 (mm)

12.73

%Fines

1403 4 20 406 60

Description/Classification

FINES


PROJECT LOCATION Jacksonville, Florida CLIENT Fred Wilson & Associates, Inc.


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Dark Greenish Gray Clayey Sand, Little Gravel (SC)Boring/Sample No.

B-3/14

Appendix C _____________________________________________________________________________________

DoubleRingInfiltrometerTestSummarySheet

ProjectName: GuanaSubstationAdditions

TestLocation: DRI‐1TestNo.: DRI‐1

GroundwaterDepth: 5‐ft1‐in DatePerformed: 12/6/2016TestDepth: 2‐ft Performedby: PRYoung

SoilDescription: SeeBoringLogsDRI‐1 MAEProjectNo.: 0020‐0008

ASTMD3385

0

2

4

6

8

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12

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18

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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120

Infil

trat

ion

Rat

e (in

/hr)

Time (min)

Double Ring Infiltrometer Test ResultsInfiltration Rate Versus Time

Inner Ring

Annular Space

Average Infiltration Rate:6.9 in/hr

DoubleRingInfiltrometerTestSummarySheet

ProjectName: GuanaSubstationAdditions

TestLocation: DRI‐2TestNo.: DRI‐2

GroundwaterDepth: 5‐ft8‐in DatePerformed: 12/6/2016TestDepth: 2‐ft Performedby: Jamison

SoilDescription: SeeBoringLogsDRI‐2 MAEProjectNo.: 0020‐0008

ASTMD3385

0

5

10

15

20

25

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120

Infil

trat

ion

Rat

e (in

/hr)

Time (min)

Double Ring Infiltrometer Test ResultsInfiltration Rate Versus Time

Outter RingInner Ring

Average Infiltration Rate:1.3 in/hr

Locations:PonteVedra,Florida

Boring:B‐1

From To AtRest(Ko)2 Active(Ka)

3 Passive(Kp)4

SP,SP‐SM 0 5 1 44 29 0 0.52 0.35 2.9

SM 5 14 10 57 31 0 0.48 0.32 3.1

SP,SP‐SM 14 20 36 68 37 0 0.40 0.25 4.0

Notes:1.InaccordancewiththeFDOTSoilsandFoundationHandbook (2016),thegroundwaterlevelwasassumedatthegroundsurfacefordesignpurposes.2.Ko=1‐sin(ɸ)

3.Ka=tan2(45‐ɸ/2)

4.Kp=tan2(45+ɸ/2)

TABLE1‐SoilDesignParameters

GuanaSubstationAdditions

MAEProjectNo.0020‐0008

SoilTypeTypicalDepth(ft)

AverageN‐Value

EffectiveUnitWeight(pcf)1

FrictionAngle,ɸ(Degrees)

Cohesion(psf)

RecommendedEarthPressureCoefficients


Boring:B‐2


3 Passive(Kp)4

SP,SP‐SM 0 7 10 58 31 0 0.48 0.32 3.1

SP‐SM 7 16 4 50 29 0 0.52 0.35 2.9

SP‐SM 16 24 22 63 34 0 0.44 0.28 3.5

CL 24 29 4 50 29 500 0.52 0.35 2.9

MH 29 34 1 46 29 125 0.52 0.35 2.9

SM 34 39 33 67 37 0 0.40 0.25 4.0

SP‐SM 39 40 5 53 30 0 0.50 0.33 3.0


3.Ka=tan2(45‐ɸ/2)

4.Kp=tan2(45+ɸ/2)

TABLE1‐SoilDesignParametersGuanaSubstationAdditionsMAEProjectNo.0020‐0008

SoilType

TypicalDepth(ft)AverageN‐Value



Cohesion(psf)



Boring:B‐3


3 Passive(Kp)4

SP,SP‐SM 0 14 10 58 31 0 0.48 0.32 3.1

SP‐SM 14 19 7 56 30 0 0.50 0.33 3.0

SP‐SM 19 23 15 59 32 0 0.47 0.31 3.3

CL 23 25 2 46 29 250 0.52 0.35 2.9

SC 25 39 2 46 29 0 0.52 0.35 2.9

SM 39 44 6 54 30 0 0.50 0.33 3.0

SP‐SM 44 45 5 53 30 0 0.50 0.33 3.0


3.Ka=tan2(45‐ɸ/2)

4.Kp=tan2(45+ɸ/2)

TABLE1‐SoilDesignParametersGuanaSubstationAdditionsMAEProjectNo.0020‐0008

SoilTypeTypicalDepth(ft)

AverageN‐Value



Cohesion(psf)


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