Gail_Drive_PS_Settlement_Calculation.pdf

Hanson Professional Services Inc. Page 1 of 1 QAP 3.4.1 Rev. 9 / 3.6.1 Rev. 5 04/16/2018

DESIGN CONTROL

REVIEW OF TECHNICAL CALCULATIONS & TECHNICAL DOCUMENTS

Project Name: Gaiol Drive PS

☐ Technical Document ☐ Non-Technical Document ☒ Calculations Project/Task No.: 24L0006P

Title: Uplift force, bearing pressure, settlement estimate Document ID No.:

(optional)

Originator (print name): JPK Completion Date: 1/9/25

REVIEWER ASSIGNMENT AND REVIEW

1. Reviewer(s) 3B. Comments

☐ Yes ☐ No

Signature Date

☐ Yes ☐ No

☐ Yes ☐ No

2A. Type of Calculation

☒Hand Calculation

☒Spreadsheet

☒Software Application

☐Other

2B. Scope of Calculation Review

☒Math Check

☒Method of Analysis/Formula

☒Assumptions

☒Input Information

☐Comparison with Previous Calculations

☐Hand Calculations for Spreadsheet

☐Other

3A. General Review Comments (optional):

4. Disposition by Originator: Date:

5. Acceptance of Dispositions by Reviewer(s) Date:

Date:

Date:

REVIEW COMPLETE

6. Editorial Review (Tech. Docs. Only): Date:

7. Project Manager (or TM or Senior Staff) Date:

N/A

N/A kraus02333 Text Box Matthew W. Kraus kraus02333 Text Box 1/17/25 kraus02333 Text Box X kraus02333 Image

Gail Drive Pump Station Uplift and settlement/bearing

Review plans and loading for pump station well due to soft/loose soils below the foundation elevation.

Plans show 10 ft dia – with 1 ft wall thickness, 2 ft bottom slab, 2 ft top slab with access door cutout

Case 1 – uplift

Max uplift with GWT at ground surface – EL 10 ft = Top of top slab – soil survey shows no ponding and high GWT at 0.3 ft depth

Top slab 2 ft thick – top of well interior EL 8 ft

Top of bottom slab EL -2 ft

Bottom of bottom slab EL -4 ft

Buoyancy = weight of displaced fluid

See spreadsheet for volume calculation, weight of concrete in well, weight of water in well.

1 ft of water in well at EL -1 – bottom of pump intake

4.5 x 3 x 2 ft cutout in top slab for access door – used for volume of concrete – weight of concrete in well, cutout not considered for displacement volume of well for uplift

For 14 ft dia bottom slab – effective weight of soil above slab outside of well used for uplift calculation

Desired FOS of 2 for uplift

FOS = 1.29 for 10 ft dia bottom slab

FOS = 2 for 14 ft dia bottom slab with weight of soil included – see spreadsheet

Case 2 – bearing pressure

Max bearing pressure with low groundwater table – assume EL 3 ft is minimum GWT – min GWT depth is given at depth of 6.0 in soil survey (EL 4 ft)

Assume interior of well if full to EL 7.5 ft

Assume construction was completed with high GWT (EL 9 ft) – conservative for net weight of soil removed – GWT at 1 ft below surface during construction

Approximate 275 psf at bottom of slab.

Allowable bearing = 5 ksf for phi = 25 (very loose sand), = 324 psf for c = 200 psf

Consol settlement based on peat – Cc = 0.5, Cr = 0.1 = 0.4 inches

Immediate settlement based on sand with Es = 200 ksf = 0.2 inches (loose sand) for N = 0 - 1

Settlement for either soil behavior is < 1.0 inches for worst case assumptions.

Dia top 10 ft Dia bottom 1 10 ft Dia bottom 2 14 ft Alternate Dia soil 1 10 ft Dia wall Ext 10 ft Dia soil 2 14 ft Dia wall Int 8 ft Wall height 10 ft Soil moist unit weight 105 pcf Top height 2 ft Water unit weight 62.4 pcf Bottom Height 2 ft Concrete unit weight 150 pcf

Vol top 130.0795 cf Vol Bottom 1 157.0795 cf Vol Bottom 2 307.8758 cf Vol walls 282.7431 cf Vol well 785.3975 cf

Vol concrete 1 569.9021 cf Vol Concrete 2 720.6984 cf

Uplift/buoyancy Vol well 1 1099.557 cf displacement 68612.33 # Vol well 2 1250.353 cf volume 78022.02 #

Weight well 1 85485.32 # Weight well 2 108104.8 # Weight water 3136.563 # Weight of soil 44967.46 # 14 ft slab only

FOS well 1 1.29 weight of well+water in well / uplift force FOS well 2 2.00 weight of well+water in well +soil ring above bottom slab / uplift force

Uplift

Dia top 10 ft Use 14 ft bottom slab dia for uplift resistance Dia bottom 1 10 ft Dia bottom 2 14 ft Alternate Dia soil 1 10 ft Dia wall Ext 10 ft Dia soil 2 14 ft Dia wall Int 8 ft Wall height 10 ft Soil moist unit weight 105 pcf Top height 2 ft Water unit weight 62.4 pcf Bottom Height 2 ft Concrete unit weight 150 pcf

Vol top 130.1 cf Vol Bottom 1 157.1 cf Vol Bottom 2 307.9 cf Vol walls 282.7 cf Vol well 392.7 cf below GWT @ EL 3 ft 5 ft wall + bottom slab

Vol concrete 1 569.9 cf Vol Concrete 2 720.7 cf

Uplift/buoyancy Vol well 1 706.9 cf displacement Vol well 2 700.6 cf volume 43715.85 #

Weight well 1 85485.3 # Weight well 2 108104.8 # Weight water 29797.4 # EL 7.5 ft

Area of bottom 153.9 sf

Effective weight of soil removed for construction 14 ft deep 10 ft dia 51741.99 # 1 ft @ 105 13 ft @ 42.

Total weight/force down 42444.3 #

Net bearing pressure 275.7233 psf @ EL -6

135.1044 psf @ EL -12 = - 22 ft depth with 1H:2V approximation for load distribution pcf 6 pcf

Bearing pressure

9/10/2024reed02048 I:\23jobs\23L0104\CAD\Site\Sht49_GDPS01.dgn9:46:07 AM

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

BOARD OF COUNTY COMMISSIONERS

PUTNAM COUNTY

P.E. License No. 61786

Daryl R. Myers, P.E.

Engineer of Record:

Offices Nationwide

Jacksonville, Florida 32216-3685

8075 Gate Parkway West, Suite 204

Hanson Professional Services Inc.

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SEPTIC TO SEWER PHASE IV

EAST PALATKA NO.

SHEET

ADDITIONAL BALLAST IF REQUIRED.

ADDITIONAL CONCRETE BALLAST MAY BE REQUIRED TO PREVENT FLOTATION DURING CONSTRUCTION. CONTRACTOR TO VERIFY AND PROVIDE 13.

SST TIE RODS FOR FCAs NOT SHOWN FOR CLARITY.12.

"LLWL ALARM / REDUNDANT ALL PUMPS OFF" LEVEL TO BE SET SO THAT SUBMERSIBLE PUMP MOTORS ARE TOTALLY SUBMERGED.11.

ALL DISCHARGE PIPING SHALL BE RESTRAINED.10.

SERIES SST.

ALL MOUNTING HARDWARE AND PIPE CONNECTION HARDWARE INSIDE THE WETWELL AND ON THE EXPOSED, FLANGED DISCHARGE SHALL BE 300 9.

EACH ELECTRIC PUMP CABLE AND FLOAT CABLE SHALL BE SUPPORTED FROM A SST CABLE RACK VIA A SST KELLUMS CABLE GRIP (OR EQUAL).8.

AND REMOVABLE FROM ACCESS HATCH DOOR.

STAYS ATTACHED TO CABLE. USE ALL 316 SST FITTINGS AND HARDWARE (EXCEPT ANCHOR) FOR ASSEMBLY. ASSEMBLY NEEDS TO BE REACHABLE

SST CLAMPS TO ATTACH FLOATS SECURELY TO ANCHOR. LOOP 316 SST CABLE THROUGH THE HOLE IN MUSHROOM ANCHOR TO ENSURE ANCHOR

HANG FLOAT CABLES FROM 316 SST CABLE W/EPOXY OR RUBBER COATED CAST IRON MUSHROOM ANCHOR OUT OF INFLUENT FLOW PATH. USE 7.

PROVIDE SPARK-PROOF CONTACT BETWEEN PUMPS AND GUIDE RAIL SYSTEM.6.

GUIDE RAIL SHALL BE 316 SST, SIZE PER PUMP MFR'S RECOMMENDATION.5.

ALL ALUMINUM SURFACES IN CONTACT WITH CONCRETE SHALL BE PAINTED PER SPECIFICATIONS.4.

EXTERIOR OF WETWELL SHALL BE PAINTED WITH COAL TAR EPOXY AS SPECIFIED.3.

LARGE ENOUGH.

CONTRACTOR SHALL VERIFY THE MINIMUM HATCH OPENING SIZE SHOWN WITH THE PUMP MANUFACTURER TO ENSURE THE SPECIFIED OPENING IS 2.

PUMP INSTALLATION SHALL BE PER MFR'S RECOMMENDATIONS.1.

CLAMP IN HDPE WALL SLEEVE (TYP)

FLEXIBLE CONNECTOR W/300 SERIES SST PIPE

GUIDE RAIL AND LIFTING SYSTEM

W/ FILTER FABRIC

FDOT #57 STONE. ENCASE

(ALL AROUND)

W/3/4" CHAMFER

8" THK CONC SLAB

COLLAR

PVC

8"x1/4"

OC EW

#5@12"

FILLER (FULL DEPTH)TYP

1" THK PREMOLDED JOINT

SST NIPPLE

THREADED FOR 2"

FLG TAPPED AND

DI TEE WITH BLIND

SLOPE TO WETWELL)

2" DR-3 (3% MIN

SECTION A-A

RECOMMENDATIONS

SUPPORTS, SHALL BE PER PUMP MANUFACTER'S

PUMP MOUNTING, INCLUDING THE PEDESTAL AND

STRANDED CABLE

3/8" DIA. (MIN) SST

MANUFACTER'S RECOMMENDATIONS

SHALL BE AS SHOWN OR PER PUMP

GROUT, SIDE SLOPES AND BOTTOM BENCH

HDPE CONCRETE PROTECTIVE LINER

M

IN

(AT WETWELL)

(ROTATED FOR CLARITY)

1"

1"

PER MANUFACTURER RECOMMENDATION) (TYP)

HDPE WALL SLEEVE, SEAL AS SPECIFIED (LOCATE

WALL MOUNTED PIPE SUPPORT (SEE DETAIL)

2'-0" MIN (TYP)"

ELBOW (SIZE AS REQUIRED)

SUBMERSIBLE PUMP BASE

6" FM

ECENTRIC DI REDUCER AS REQUIRED

EXIST. GRADE

DATED 12/11/17 (REPORT No. 1514227)

REPORT BY UNIVERSAL ENGINEERING SCIENCES,

COMPACTION. REFER TO GEOTECHNICAL EXPLORATION

#57 STONE AS REQUIRED TO ACHIEVE REQUIRED

OVER EXCAVATE AND BACK FILL WITH A-3 SOILS OR GEOTECHNICAL EXPLORATION REPORT

EXCAVATE TO SUITABLE SOILS AS DETAILED IN

NOTES

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PLAN VIEW

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1'-0"P

OPENING

ACCESSIBLE FROM THE HATCH

MAKE FLOAT CABLES EASILY

DISCHARGE PIPING.

OF PATH OF INFLUENT AND

FROM WETWELL WALL AND OUT

LOCATE FLOAT SWITCHES AWAY

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GRADE

BELOW

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psi

120100

40 160

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IN

WITH DUST CAP

CONNECT ADAPTER

6" FJ KAMLOK QUICK

PRESSURE GAUGE (TYP)

W/ISOLATION VALVE &

" ANNULAR SEAL

FILLED (FULL DEPTH) TYP.

1" THICK PREMOLDED JOINT

INFLUENT

SLOPE TO WETWELL)

2" DR-3 (3% MIN

EXIST. GRADE

EQUAL

LOCKING DEVICES BY U.S. FOUNDRY, HALLIDAY, OR APPROVED

HANDLE, 316 SS HARDWARE AT MIDWAY AND RECESSED

LOADING CAST IN TOP SLAB WITH CAST ALUMINUM DROP

54"x 36" MIN ALUMINUM ACCESS HATCH FOR PEDESTRAIN

SCREEN (12 MESH) BETWEEN FLANGES

6" SCH 80 PVC VENT WITH SST INSECT

(ROTATED FOR CLARITY SEE DETAIL)

CONNECT OUTLET TO 2" DR-3

AND VACUUM RELIEF VALVES

COMBINATION AIR RELEASE

(SEE DETAIL)

TYPE 1 PIPE SUPPORT

MANUFACTURER'S RECOMMENDATION (TYP).

GROUT AS SPECIFIED OR PER

ELECTRICAL CONDUITS THROUGH WALL.

EL=

CL. EL=

8' ID PRECAST WETWELL

C

6" FM

SYSTEM (TYP)

ROD RESTRAINT

6" FCA W/TIE 6" FM

GAIL DRIVE PUMP STATION DETAILS

BEND (TYP)

" DI TEE

TOP EL=10.00

EL=13.00

TOS EL= (-)2.00

ALL OFF EL= 0.00

LLWL ALARM / REDUNDANT

LWL / ALL OFF EL= 0.00

LEAD PUMP ON EL= 1.30

HHWL ALARM EL= 2.80

LAG PUMP ON EL= 2.30

PIPE INV EL= 4.98

8" POJ X PE

T

Y P

M

IN

DI

6" FJxPE

6" CHECK VALVE (TYP)

(TYP)

6" PLUG VALVE

ENGINEER'S APPROVAL

REQUIREMENTS MAY BE SUBSTITUTED AFTER

*AN ALTERNATIVE PUMP MEETING THE DESIGN

PUMP CENTERLINE SEPERATION

PUMP ACCESS HATCH SIZE '' X ''

MAX. SPHERE 3 INCHES

RUNOUT POINT 374 GPM AT 249 FT. TDH

160 HP 460 VOLTS 3 PHASE 60 HZ

DISCHARGE 270 GPM MOTOR RPM 1780 RPM

MODEL N3315 HT IMPELLER 458

PUMP MANUFACTURER* FLYGT

C-49

DRAFT

SOIL CLASSIFICATIONS

ARE SUBJECT TO CHANGE

FOLLOWING LAB TESTING

well depth

Type text here

Use phi = 25 for N~ 0 - 1 Use c = 200 psf for " clayey" sand

Jim Knutelski Rectangle

Jim Knutelski Rectangle

Jim Knutelski Rectangle

Jim Knutelski Rectangle

Jim Knutelski Line

Jim Knutelski Line

Project Name: Gail Drive Date: By:

Project Number: 24L0006 Task: Checked:

Spread footing

Bearing @ El ‐14 Foundation Depth (D) = 14 ft Foundation Width (B) = 14 ft eB = 0.0 B' = 14.0 Foundation Length (L) = 14 ft eL = 0.0 L' = 14.0 effective cohesion (c') = 0 psf ф' = 24 deg Groundwater Cwq = 0.5 soil effective unit weight (ϒ') = 105 pcf CwƳ = 0.5 Vertical effective stress (σ'zD) = 1470 psf

FOS = 3

Check for Local Shear, Punching Shear & Lateral Aqueeze qult = c'Ncscdc + Cwqσ'zDNqsqdq + 0.5BCwϒNϒsϒdϒ = 15466 psf Nominal qult‐net = qult - σ'zD = 13996 psf qult‐net (allow) = qnet/FOS = 4665 psf

K=

File: I:\24jobs\24L0006_00\Admin\13‐Calculations\Geotech\Bearing Design.xlsx k = dc = 1+0.4*k = 1.40 dq = 1+2*k*tan(ф')*(1-sin(ф')2 = 1.313 dϒ = 1.00

Nc = 19.30 Nq = 9.60 Nϒ = 9.40 sc = 1+(B/L)*(Nq/Nc) = 1.50 sq = 1+(B/L)*tan(ф') = 1.45 Sϒ = 1-0.4*(B/L) = 0.60

Project Name: Gail Drive Date: By:

Project Number: 24L0006 Task: Checked:

Spread footing

Bearing @ El ‐14 Foundation Depth (D) = 14 ft Foundation Width (B) = 14 ft eB = 0.0 B' = 14.0 Foundation Length (L) = 14 ft eL = 0.0 L' = 14.0 effective cohesion (c') = 200 psf ф' = 0 deg Groundwater Cwq = 0.5 soil effective unit weight (ϒ') = 105 pcf CwƳ = 0.5 Vertical effective stress (σ'zD) = 1470 psf

FOS = 3

Check for Local Shear, Punching Shear & Lateral Aqueeze qult = c'Ncscdc + Cwqσ'zDNqsqdq + 0.5BCwϒNϒsϒdϒ = 2443 psf Nominal qult‐net = qult - σ'zD = 973 psf qult‐net (allow) = qnet/FOS = 324 psf

K=

File: I:\24jobs\24L0006_00\Admin\13‐Calculations\Geotech\Bearing Design.xlsx sc = 1+(B/L)*(Nq/Nc) = 1.20 sq = 1+(B/L)*tan(ф') = 1.00 Sϒ = 1-0.4*(B/L) = 0.60 dϒ = 1.00

Nc = 5.10 Nq = 1.00 Nϒ = 0.00 k = dc = 1+0.4*k = 1.40 dq = 1+2*k*tan(ф')*(1-sin(ф')2 = 1.000

Pump station settlement Report Creation Date: 2025/01/09, 12:57:16

Project Settings Advanced Settings Soil Profile

Stage Settings Results

Stage: Stage 1 Loads

1. Circular Load: "Circular Load 1" Soil Layers Soil Properties Query

Query Lines

2/9

Thursday, January 9, 2025Pump station settlement

Document Name Pump station settlement.s3z Date Created 1/9/2025, 10:06:03 AM Last saved with Settle3 version 5.024 Stress Computation Method Boussinesq Stress Units Imperial, stress as ksf Settlement Units inches

Advanced Settings

Start of secondary consolidation (% of primary) 95 Min. stress for secondary consolidation (% of initial) 1 Reset time when load changes for secondary consolidation No

Minimum settlement ratio for subgrade modulus 0.9 Use average poisson's ratio to calculate layered stresses Update Cv in each time step (improves consolidation accuracy) Ignore negative effective stresses in settlement calculations Add field points to load edges

Soil Profile

Layer Option Horizontal Soil Layers Vertical Axis Elevation Ground Elevation (ft) 10

3/9

Stage # Name 1 Stage 1

4/9

Time taken to compute: 1.00456 seconds

Stage: Stage 1

Data Type Minimum Maximum Total Settlement [in] 0 0.431746 Total Consolidation Settlement [in] 0 0.431746

Virgin Consolidation Settlement [in] 0 0.431746

Recompression Consolidation Settlement [in] 0 0

Immediate Settlement [in] 0 0 Loading Stress ZZ [ksf] 0 0.832114 Loading Stress XX [ksf] -1.56472 0.556298 Loading Stress YY [ksf] -1.54628 0.3753 Total Stress ZZ [ksf] 0 5.47439 Total Stress XX [ksf] 0 5.44162 Total Stress YY [ksf] 0 5.44609 Modulus of Subgrade Reaction (Total) [ksf/ft] 0 22.4587

Modulus of Subgrade Reaction (Immediate) [ksf/ft] 0 0

Modulus of Subgrade Reaction (Consolidation) [ksf/ft] 0 22.4587

Total Strain 0 0.00606053 Degree of Consolidation [%] 0 100 Pre-consolidation Stress [ksf] 0.00147 5.47126 Over-consolidation Ratio 1 1 Void Ratio 0 1.09965 Hydroconsolidation Settlement [in] 0 0

Undrained Shear Strength 0 0.027595

5/9

1. Circular Load: "Circular Load 1" Radius 7 ft Center (12.566, 9.771) Load Type Rigid Area of Load 153.158 ft2 Load 0.3 ksf Elevation -4 ft Installation Stage Stage 1

6/9

Layer # Type Thickness [ft] Elevation [ft] 1 Soil Property 1 22 10 2 Soil Property 2 30 -12

7/9

Property Soil Property 1 Soil Property 2 Color Unit Weight [kips/ft3] 0.105 0.105 K0 1 1 Primary Consolidation Disabled Enabled Material Type Non-Linear Cc - 0.5 Cr - 0.1 e0 - 1.1 Pc [ksf] - 0.6 Undrained Su A [kips/ft2] 0 0 Undrained Su S 0.2 0.2 Undrained Su m 0.8 0.8

8/9

Query Lines

Line # Query Line Name Start Location End Location Horizontal

Divisions Vertical

Divisions 1 Query Line 1 12.566, 9.771 30.87, 9.771 25 Auto: 47

9/9

Pump station settlement immediate Report Creation Date: 2025/01/09, 12:53:50

Project Settings Advanced Settings Soil Profile

Stage Settings Results

Stage: Stage 1 Loads

1. Circular Load: "Circular Load 1" Soil Layers Soil Properties Query

Query Lines

2/9

Thursday, January 9, 2025Pump station settlement immediate

Document Name Pump station settlement immediate.s3z Date Created 1/9/2025, 10:06:03 AM Last saved with Settle3 version 5.024 Stress Computation Method Boussinesq Stress Units Imperial, stress as ksf Settlement Units inches

Advanced Settings

Start of secondary consolidation (% of primary) 95 Min. stress for secondary consolidation (% of initial) 1 Reset time when load changes for secondary consolidation No

Minimum settlement ratio for subgrade modulus 0.9 Use average poisson's ratio to calculate layered stresses Update Cv in each time step (improves consolidation accuracy) Ignore negative effective stresses in settlement calculations Add field points to load edges

Soil Profile

Layer Option Horizontal Soil Layers Vertical Axis Elevation Ground Elevation (ft) 10

3/9

Stage # Name 1 Stage 1

4/9

Time taken to compute: 0.90939 seconds

Stage: Stage 1

Data Type Minimum Maximum Total Settlement [in] 0 0.19165 Total Consolidation Settlement [in] 0 0

Virgin Consolidation Settlement [in] 0 0

Recompression Consolidation Settlement [in] 0 0

Immediate Settlement [in] 0 0.19165 Loading Stress ZZ [ksf] 0 0.832132 Loading Stress XX [ksf] -1.56478 0.556316 Loading Stress YY [ksf] -1.54633 0.375307 Total Stress ZZ [ksf] 0 5.47439 Total Stress XX [ksf] 0 5.44162 Total Stress YY [ksf] 0 5.44608 Modulus of Subgrade Reaction (Total) [ksf/ft] 0 143.334

Modulus of Subgrade Reaction (Immediate) [ksf/ft] 0 143.334

Modulus of Subgrade Reaction (Consolidation) [ksf/ft] 0 0

Total Strain 0 0.00069931 Degree of Consolidation [%] 0 0 Pre-consolidation Stress [ksf] 0.00147 5.47126 Over-consolidation Ratio 1 1 Void Ratio 0 0 Hydroconsolidation Settlement [in] 0 0

Undrained Shear Strength 0 0.0275955

5/9

1. Circular Load: "Circular Load 1" Radius 7 ft Center (12.566, 9.771) Load Type Rigid Area of Load 153.158 ft2 Load 0.3 ksf Elevation -4 ft Installation Stage Stage 1

6/9

Layer # Type Thickness [ft] Elevation [ft] 1 Soil Property 1 22 10 2 Soil Property 2 30 -12

7/9

Property Soil Property 1 Soil Property 2 Color Unit Weight [kips/ft3] 0.105 0.105 K0 1 1 Immediate Settlement Disabled Enabled Es [ksf] - 200 Esur [ksf] - 200 Undrained Su A [kips/ft2] 0 0 Undrained Su S 0.2 0.2 Undrained Su m 0.8 0.8

8/9

Query Lines

Line # Query Line Name Start Location End Location Horizontal

Divisions Vertical

Divisions 1 Query Line 1 12.566, 9.771 30.87, 9.771 25 Auto: 47

9/9

Soil Map—Putnam County Area, Florida

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

1/9/2025

440403 440412 440421 440430 440439 440448 440457 440466 440475 440484

440403 440412 440421 440430 440439 440448 440457 440466 440475 440484

29° 34' 57'' N

6'

5' ' W

29° 34' 57'' N

6'

2' ' W

29° 34' 55'' N

6'

5' ' W

29° 34' 55'' N

6'

2' ' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 0 15 30 60 90

Feet 0 5 10 20 30

Meters Map Scale: 1:392 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI) Area of Interest (AOI)

Soils Soil Map Unit Polygons

Soil Map Unit Lines

Soil Map Unit Points

Special Point Features Blowout

Borrow Pit

Clay Spot

Closed Depression

Gravel Pit

Gravelly Spot

Landfill

Lava Flow

Marsh or swamp

Mine or Quarry

Miscellaneous Water

Perennial Water

Rock Outcrop

Saline Spot

Sandy Spot

Severely Eroded Spot

Sinkhole

Slide or Slip

Sodic Spot

Spoil Area

Stony Spot

Very Stony Spot

Wet Spot

Other

Special Line Features

Water Features Streams and Canals

Transportation Rails

Interstate Highways

US Routes

Major Roads

Local Roads

Background Aerial Photography

The soil surveys that comprise your AOI were mapped at 1:15,800.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map measurements.

Source of Map: Natural Resources Conservation Service Web Soil Survey URL:

Coordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Putnam County Area, Florida Survey Area Data: Version 22, Aug 23, 2024

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Jan 6, 2022—Feb 10, The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Soil Map—Putnam County Area, Florida

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

1/9/2025

Map Unit Legend

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI

3 Myakka-Myakka, wet, fine sands, 0 to 2 percent slopes

0.6 100.0%

Totals for Area of Interest 0.6 100.0%

Soil Map—Putnam County Area, Florida

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

Water Features

This table gives estimates of various soil water features. The estimates are used in land use planning that involves engineering considerations.

Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The four hydrologic soil groups are:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.

These soils have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas.

Surface runoff refers to the loss of water from an area by flow over the land surface. Surface runoff classes are based on slope, climate, and vegetative cover. The concept indicates relative runoff for very specific conditions. It is assumed that the surface of the soil is bare and that the retention of surface water resulting from irregularities in the ground surface is minimal. The classes are negligible, very low, low, medium, high, and very high.

The months in the table indicate the portion of the year in which a water table, ponding, and/or flooding is most likely to be a concern.

Water Features---Putnam County Area, Florida

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

Water table refers to a saturated zone in the soil. The water features table indicates, by month, depth to the top ( upper limit ) and base ( lower limit ) of the saturated zone in most years. Estimates of the upper and lower limits are based mainly on observations of the water table at selected sites and on evidence of a saturated zone, namely grayish colors or mottles (redoximorphic features) in the soil. A saturated zone that lasts for less than a month is not considered a water table. The kind of water table, apparent or perched, is given if a seasonal high water table exists in the soil. A water table is perched if free water is restricted from moving downward in the soil by a restrictive feature, in most cases a hardpan; there is a dry layer of soil underneath a wet layer. A water table is apparent if free water is present in all horizons from its upper boundary to below 2 meters or to the depth of observation. The water table kind listed is for the first major component in the map unit.

Ponding is standing water in a closed depression. Unless a drainage system is installed, the water is removed only by percolation, transpiration, or evaporation.

The table indicates surface water depth and the duration and frequency of ponding. Duration is expressed as very brief if less than 2 days, brief if 2 to 7 days, long if 7 to 30 days, and very long if more than 30 days. Frequency is expressed as none, rare, occasional, and frequent. None means that ponding is not probable; rare that it is unlikely but possible under unusual weather conditions (the chance of ponding is nearly 0 percent to 5 percent in any year);

occasional that it occurs, on the average, once or less in 2 years (the chance of ponding is 5 to 50 percent in any year); and frequent that it occurs, on the average, more than once in 2 years (the chance of ponding is more than 50 percent in any year).

Flooding is the temporary inundation of an area caused by overflowing streams, by runoff from adjacent slopes, or by tides. Water standing for short periods after rainfall or snowmelt is not considered flooding, and water standing in swamps and marshes is considered ponding rather than flooding.

Duration and frequency are estimated. Duration is expressed as extremely brief if

0.1 hour to 4 hours, very brief if 4 hours to 2 days, brief if 2 to 7 days, long if 7 to 30 days, and very long if more than 30 days. Frequency is expressed as none, very rare, rare, occasional, frequent, and very frequent. None means that flooding is not probable; very rare that it is very unlikely but possible under extremely unusual weather conditions (the chance of flooding is less than 1 percent in any year); rare that it is unlikely but possible under unusual weather conditions (the chance of flooding is 1 to 5 percent in any year); occasional that it occurs infrequently under normal weather conditions (the chance of flooding is 5 to 50 percent in any year); frequent that it is likely to occur often under normal weather conditions (the chance of flooding is more than 50 percent in any year but is less than 50 percent in all months in any year); and very frequent that it is likely to occur very often under normal weather conditions (the chance of flooding is more than 50 percent in all months of any year).

The information is based on evidence in the soil profile, namely thin strata of gravel, sand, silt, or clay deposited by floodwater; irregular decrease in organic matter content with increasing depth; and little or no horizon development.

Water Features---Putnam County Area, Florida

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

Also considered are local information about the extent and levels of flooding and the relation of each soil on the landscape to historic floods. Information on the extent of flooding based on soil data is less specific than that provided by detailed engineering surveys that delineate flood-prone areas at specific flood frequency levels.

Water Features---Putnam County Area, Florida

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

Report—Water Features

Map unit symbol and soil name

Hydrologic group

Surface runoff

Most likely months

Water table Ponding Flooding

Upper limit Lower limit Kind Surface depth

Duration Frequency Duration Frequency

Ft Ft Ft

3—Myakka-Myakka, wet, fine sands, 0 to 2 percent slopes

Myakka A/D Very high Jan 0.5-2.5 6.0 Apparent — — None — None

Feb 1.0-5.0 6.0 Apparent — — None — None

Mar 1.5-5.0 6.0 Apparent — — None — None

Apr-May 2.0-6.0 6.0 Apparent — — None — None

Jun-Nov 0.5-1.5 6.0 Apparent — — None — None

Dec 0.5-2.5 6.0 Apparent — — None — None

Myakka, wet A/D Very high Jan 0.5-2.5 6.0 Apparent — — None — None

Feb 1.0-5.0 6.0 Apparent — — None — None

Mar 1.5-5.0 6.0 Apparent — — None — None

Apr-May 2.0-6.0 6.0 Apparent — — None — None

Jun 0.5-1.5 6.0 Apparent — — None — None

Jul-Oct 0.3-1.5 6.0 Apparent — — None — None

Nov 0.5-1.5 6.0 Apparent — — None — None

Dec 0.5-2.5 6.0 Apparent — — None — None

Data Source Information

Soil Survey Area: Putnam County Area, Florida Survey Area Data: Version 22, Aug 23, 2024

Water Features---Putnam County Area, Florida

Natural Resources Conservation Service

Web Soil Survey National Cooperative Soil Survey

Pump Station Calculations Date: 1/6/25 Putnam County - Gail Drive Pump Station By: GLR Buildout Flow Condition with 8-foot Diameter Wet Well (6-inch Wet Well Piping)

Wet Well Elevations:

Top of Station 10.00 feet Inflow Elevation 4.28 feet High High Water Alarm 3.50 feet Lag Pump On 3.00 feet Lead Pump On 2.00 feet All Pumps Off -1.00 feet Wet Well Bottom -3.00 feet

Flotation Calculations:

Wetwell Inside Diameter 8.00 feet Wetwell Outside Diameter = 10.00 feet

Wetwell Depth 13.00 feet Wetwell Volume 1021.02 c.f.

Wetwell Base 307.72 c.f.

Unit Weight of Soil 80.00 lb/cf Flotation Force 82,913 lbs.

Counter-flotation:

Unit Wt. of concrete = 150 lb/cf

Unit Wt. of soil = 80.00 lb/cf Unit Wt. of Water = 62.4 lb/cf

Check if weight of wetwell is sufficient to offset byoyant force (F.S. = 2.0 or greater):

Wall Thickness 12.00 inches Bottom Slab Thickness 24.00 inches

Volume concrete in wetwell = 367.57 c.f.

Total weight of concrete wetwell = 55,135 lbs

Total weight of 55135 lbs is less than double the flotation force of 82913 lbs; Add a concrete collar

Check if 2' x 24'' concrete collar is sufficient to offset buoyant force (F.S. = 2.0 or greater):

Try base diameter of 14.00 feet

Concrete Collar Width = ft Concrete Collar Thickness = inches

Volume of soil on wetwell base = c.f.

Total weight of soil over base = 78,414 lbs Total weight of concrete base = 46,181 lbs

Total weight of concrete wetwell = 55,135 lbs Total weight = 179,731 lbs

Total weight of 179731 lbs is greater than twice the twice flotation force of 82913 lbs

F.S.= 2.167706

Pump Cycle Time:

Runout Condition For a pumping rate of 909.8 gpm @ 308.5 ft. TDH.

Volume from elevation 2 to -1 is 150.8 cf. 1128.04 Gal.

Time to Fill = 6.32 Min.

Time to Empty = 5.75 Min. (Assumes inflow occuring during pumping) Cycle Time = 12.07 Min.

1511.11

2.00 24.00

Hanson Professional Services Inc.

8075 Gate Parkway West, Suite 204 Jacksonville, Florida 32216 2024_11_12_Gail_Drive_Pump_Station_Design_Calcs_(Initial and Buildout).xls Page 7 of 7

Civil - preliminary uplift calculation