2023-06-15 V. A. #23-003-TRC, Storm Report dtd 4/18/2023 Park Street Commerce Center
Master Storm System
Storm Report by
AMERICAN CIVIL
ENGINEERING CO.
HERB
c O r J�eHSE•.,:
*• ! No.84698
7y▪ q' STA E OF i ..m.,,.v.o=, ...w.
s`S�G�•AL Gt�"
John J Herbert IV, PE #84698
4/18/2023
American Civil Engineering Co.
Stormwater Summary
Park Street Commerce Center
4/18/2023
SJRWMD #:
Basin Size: 1.2 AC (Development area), 16.2 AC (Total Site)
Special Basin Criteria: Lake Okeechobee
Wetlands: #56-00002-M Bluefield Ranch Mitigation Bank
Hydraulic Soils: Manatee#6 Type B/D (77%), Immokalee #11 Type B/D (23%)
Impervious Area: 0.05 AC existing, 0.65 AC proposed roadway
Treatment Volume Required: 0.21 AF @ 18.52 elv.
Peak Design Storm: 100 Yr—72 hr
Pre vs Post Discharge: 0.5 cfs/AC allowed
Pond Volume: Dry Pond 0.436 AF (20 Top, 16.80 Bottom)
Pond Recovery: 48 hours
Seasonal High Groundwater Elevation: 14.50 elv. (See Geotech Report)
FEMA: Zone X (12093C0480C- 7/16/2016)
Slopes: 4:1 Dry pond
Maintenance Berm: 10 ft
Fencing: No fence proposed
American Civil Engineering Co.
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Site Location/ Existing Conditions:
The project is approximately 1.2 acres in size and located on 1000 East S.R.70 in the City of Okeechobee,
Florida. The site is currently undeveloped apart from an unoccupied house in the back northeast corner.
A man-made drainage swale has been cut through the center of the site emptying into Taylor Creek in
the north. Several isolated wetlands are present on the property. Topography of the site flows from
higher elevations in the east to lower elevations in the west, ultimately discharging north into the creek.
During geotechnical investigations organic muck layers were discovered in portions of the site (approx.
27%)that correlated with higher water tables relative to the borings without muck.
Proposed Conditions:
Project proposes four individual commercial lots created with stormwater met on each lot individually
via separate stormwater system.A proposed roadway connecting the lots to public right-of-way is also
included in the storm system with 54% impervious area.
Water Quality:
The site requires nutrient loading be met for Lake Okeechobee basin. The program UCF BMP Trains (ver.
4.3.5) was implemented to meet pre-development levels of discharge. Nutrient loading criteria exceeds
the standard SFWMD criteria of 1" over basin or 2.5" over percent impervious area (less roofs & wet
ponds). The system is designed to provide 2.1" of dry retention over the basin.
Water Quantity:
Rainfall tables used from SFWMD regarding the 10 year—1 day(5.25"), 25 year—3 day(9") and 100
year—3 day(10") storm events were used to set the final elevations of roads and buildings via ICPR
routing simulation.The simulation was ran once accounting for the 4" bleeder orifice and emergency
overflow on the dry pond and again with no available outfalls. The more conservative simulation was
utilized in setting design elevations.
Dry Pond (elv)
No Outfall—100 YR—72 Hour storm : 21.84
No Outfall—25 YR—72 Hour storm : 21.22
No Outfall—10 YR—24 Hour storm : 19.21
Min Road Elevation= 19.21 provided min. road elv= 20.56
American Civil Engineering Co.
Water Discharge:
The Site discharges north into Taylor Creek. A SFWMD restriction allows for 0.5cfs/AC for this region.
With the basin size of 1.2AC a allowed discharge rate is 0.6cfs for the 25YR/72hr storm. The entire
16.2AC site is allowed 8.1 cfs. Post development the discharge rate from the proposed roadway is 0 cfs.
The 24" central stormwater pipe connecting lots 1—4 is capable of flowing 10.99 cfs at 0.2%slope. This
allows for the future lots to proportionately discharge into the pipe system
System Recovery:
Drawdown of the storm pond was performed using a 3 day recovery via groundwater with percolation
rates at half rate given in geotech report.The pond recovers the treatment volume within 48 hours.
Operation & Maintenance:
Lots 1—4 will be owned and operated by separately entities.The proposed roadway,storm easement
and rear pond will be owned and operated by City of Okeechobee.
Pond Stage/Storage
Stage (ft) Area (sf) Area (ac) Volume (ac-ft) Notes
16.8 4,040 0.093 0.000
18.0 5,252 0.121 0.133
19.0 6,568 0.151 0.269 Overflow top of outlet 19.30
20.0 7,985 0.183 0.436
TOP
mirnevathin
Req. Retention 0.210 ac-ft
Min. Wier Elevation for req'd TV = 18.52 ft
Design Wier Elevation = 18.53 ft
Treatment Volume Provided = 0.210 ac-ft
Treatment Volumes
Basin Area 1.205 AC
Impervious Area 54% 0.65 AC
1 1" over the development
1" x 1.205 AC
0.100 AC-FT
2 2.5" over% impervious area
2.5" x 54%
1.35"
1.35"x 1.205 AC
0.136 AC-FT
3 BMP
2.1"x 1.205 AC
0.21 AC-FT
Development_Drainage_Basins
Basin Area (AC) % impervious Cover CN Impery (AC)
Roadway 1.205 54% Impervious 98 0.651
Pervious (Type B Soil) 58
Roof
Sub-Total CN 80
Totals 1.205 54% 0.651
American Civil Engineering Co.
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SOIL MAP
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Oil
USDA SOILS SURVEY
6—Manatee loamy fine sand, frequently ponded, 0 to 1 percent slopes
11—Immokalee fine sand, 0 to 2 percent slopes
PROJECT: 1000 State Road 70,Okeechobee,Florida
SHEET 2 OF 2 f' C1 Ar ENGINEERING DRAWN BY: C.V.
PERMIT#: DESIGNED BY: C.C.C.
PROJECT#: 2210339-soilsinn /J iiVAL AND TESTING SCALE:NOT TO SCALE
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American Civil Engineering Co.
ICPR
1
NO OUTFALL MODEL RESULTS
Node Max Conditions[Scenariol]
Node Name Sim Name Warning Max Stage Min/Max Max Total Max Total Max Surface
Stage[ft] [ft] Delta Stage Inflow[cfs] Outflow[cfs] Area[ft2]
[ftL ice_
Post Node 100YR-72HR 20.00 21.84 0.0010 3.85 0.00 7971
Post-Creek 100YR-72HR 16.00 15.00 0.0000 0.00 0.00 0
Pre-Node 100YR-72HR 16.00 15.00 0.0000 2.49 0.00 0
Pre-Creek 100YR-72HR 16.00 15.00 0.0000 0.00 0.00 0
Post Node 10YR-24HR 20.00 19.21 0.0010 2.40 0.00 6865
Post-Creek 10YR-24HR 16.00 15.00 0.0000 0.00 0.00 0
Pre-Node 10YR-24HR 16.00 15.00 0.0000 0.82 0.00 0
Pre-Creek 10YR-24HR 16.00 15.00 0.0000 0.00 0.00 0
Post Node 25YR-72HR 20.00 21.22 0.0010 3.33 0.00 7971
Post-Creek 25YR-72HR 16.00 15.00 0.0000 0.00 0.00 0
Pre-Node 25YR-72HR 16.00 15.00 0.0000 2.05 0.00 0
Pre-Creek 25YR-72HR 16.00 15.00 0.0000 0.00 0.00 0
C:\Program Files\Icpr4.07.08\ICPR4_Examples\ACE PROJECTS\Park Street OKE\ 4/18/2023 13:39
Node Max Conditions[Recover]
e Rant _ = ' Warning Max Stage Min/Max Max Total Max Total Tfax Surface
ge[ft] [ft] Delta Stage Inflow[cfs] Outflow[cfs] Area[ft2]
_[fti
Groundwater Recover 14.50 14.50 0.0000 0.41 0.00 0
Recover Recover 20.00 18.52 -0.0010 0.00 0.41 5950
Node Max Conditions[Scenariol]
r''.V+ .-, I.: r Warning Max Stage Min/Max Max Total Max Total Max Surface'`
Stage[ft] [ft] Delta Stage Inflow[cfs] Outflow[cfs] Area[ft2]
[ft]___
Post Node 100YR-72HR 20.00 19.90 0.0010 3.85 2.35 7835
Post-Creek 100YR-72HR 16.00 15.00 0.0000 2.35 0.00 0
Pre-Node 100YR-72HR 16.00 15.00 0.0000 2.49 0.00 0
Pre-Creek 100YR-72HR 16.00 15.00 0.0000 0.00 0.00 0
Post Node 10YR-24HR 20.00 18.78 0.0010 2.40 0.11 6291
Post-Creek 10YR-24HR 16.00 15.00 0.0000 0.11 0.00 0
Pre-Node 10YR-24HR 16.00 15.00 0.0000 0.82 0.00 0
Pre-Creek 10YR-24HR 16.00 15.00 0.0000 0.00 0.00 0
Post Node 25YR-72HR 20.00 19.85 0.0010 3.33 1.38 7756
Post-Creek 25YR-72HR 16.00 15.00 0.0000 1.38 0.00 0
Pre-Node 25YR-72HR 16.00 15.00 0.0000 2.05 0.00 0
Pre-Creek 25YR-72HR 16.00 15.00 0.0000 0.00 0.00 0
• ■
Simple Basin:POST-BASIN
Scenario: Scenariol
Node: Post Node
Hydrograph Method: NRCS Unit Hydrograph
Infiltration Method: Curve Number
Time of Concentration: 26.0000 min
Max Allowable Q: 0.00 cfs
Time Shift: 0.0000 hr
Unit Hydrograph: UH323
Peaking Factor: 323.0
Area: 1.2000 ac
Curve Number: 80.0
Impervious: 0.00
DCIA: 0.00
%Direct: 0.00
Rainfall Name:
Comment:
C:\Program Files\Icpr4.07.08tICPR4_Examples\ACE PROJECTS\Park Street OKE\ 4/18/2023 13 37
2
Simple Basin: PRE-BASIN
Scenario: Scenariol
Node: Pre-Node
Hydrograph Method: NRCS Unit Hydrograph
Infiltration Method: Curve Number
Time of Concentration: 35.0000 min
Max Allowable Q: 0.00 cfs
Time Shift: 0.0000 hr
Unit Hydrograph: UH323
Peaking Factor: 323.0
Area: 1.2000 ac
Curve Number: 61.0
%Impervious: 0.00
%DCIA: 0.00
%Direct: 0.00
Rainfall Name:
Comment:
• ■
Percolation Link: L-0110PERC
Scenario: Recover Surface Area Option: Vary Based on Stage/Area
From Node: Recover Table
To Node: Groundwater Vertical Flow Termination: Horizontal Flow Algorithm
Link Count: 1 Perimeter 1: 366.00 ft
Flow Direction: Both Perimeter 2: 680.00 ft
Aquifer Base Elevation: 10.00 ft Perimeter 3: 1310.00 ft
Water Table Elevation: 14.50 ft Distance P1 to P2: 50.00 ft
Annual Recharge Rate: 0 ipy Distance P2 to P3: 100.00 ft
Horizontal Conductivity: 7.000 fpd #of Cells P1 to P2: 10
Vertical Conductivity: 6.000 fpd #of Cells P2 to P3: 50
Fillable Porosity: 0.250
Layer Thickness: 2.30 ft
Comment: 1/2 the perc rate for FS
• •
Drop Structure Link:CS-1 Upstream Pipe Downstream Pipe
Scenario: Scenariol Invert: 16.00 ft Invert: 15.00 ft
From Node: Post Node Manning's N: 0.0120 Manning's N: 0.0120
To Node: Post-Creek Geometry: Circular Geometry:Circular
Link Count: 1 Max Depth: 1.50 ft Max Depth: 1.50 ft
Flow Direction: Both Bottom Clip
Solution: Split Default: 0.00 ft Default: 0.00 ft
Pipe Count: 1 Op Table: Op Table:
Damping: 0.0000 ft Ref Node: Ref Node:
Length: 70.00 ft Manning's N: 0.0000 Manning's N: 0.0000
FHWA Code: 1 Top Clip'
C\Program Files\Icpr4.07.08\ICPR4_Examples\ACE PROJECTS\Park Street OKE\ 4/18/2023 13:37
3
Entr Loss Coef: 0.50 Default: 0.00 ft Default: 0.00 ft
Exit Loss Coef: 0.25 Op Table: Op Table:
Bend Loss Coef: 0.00 Ref Node: Ref Node:
Bend Location: 0.00 dec Manning's N: 0.0000 Manning's N: 0.0000
Energy Switch: Energy
Pipe Comment:
Weir Component
Weir: 1 Bottom Clip
Weir Count: 1 Default: 0.00 ft
Weir Flow Direction: Both Op Table:
Damping: 0.0000 ft Ref Node:
Weir Type: Horizontal Top Clip
Geometry Type: Rectangular Default: 0.00 ft
Invert: 19.75 ft Op Table:
Control Elevation: 19.75 ft Ref Node:
Max Depth: 3.00 ft Discharge Coefficients
Max Width: 2.00 ft Weir Default: 3.200
Fillet: 0.00 ft Weir Table:
Orifice Default: 0.600
Orifice Table:
Weir Comment:
Weir Component
Weir: 2 Bottom Clip
Weir Count: 1 Default: 0.00 ft
Weir Flow Direction: Both Op Table:
Damping: 0.0000 ft Ref Node:
Weir Type: Sharp Crested Vertical Top Clip
Geometry Type: Circular Default: 0.00 ft
Invert: 18.53 ft Op Table:
Control Elevation: 18.53 ft Ref Node:
Max Depth: 0.33 ft Discharge Coefficients
Weir Default: 3.200
Weir Table:
Orifice Default: 0.600
Orifice Table:
Weir Comment:
Drop Structure Comment:
■ •
Node:Groundwater
Scenario: Recover
Type: Time/Stage
Base Flow: 0.00 cfs
Initial Stage: 14.50 ft
C:\Program Files11cpr4.07.08\ICPR4_Examples\ACE PROJECTS\Park Street OKE\ 4/18/2023 13:37
4
Warning Stage: 14.50 ft
Boundary Stage:
Year Month _x. Day Hour
0 0 0 0.0000 14.50
0 0 0 72.0000 14.50
Comment:
■ •
Node: Recover
Scenario: Recover
Type: Stage/Area
Base Flow: 0.00 cfs
Initial Stage: 18.52 ft
Warning Stage: 20.00 ft
Stage[ft] Area[ac] Area[ft2]
16.80 0.0930 4051
18.00 0.1210 5271
19.00 0.1510 6578
20.00 0.1830 7971
Comment:
• •
Node: Post Node
Scenario: Scenariol
Type: Stage/Area
Base Flow: 0.00 cfs
Initial Stage: 16.80 ft
Warning Stage: 20.00 ft
Stage[ft] Area[ac] Area [ft2]
16.80 0.0930 4051
18.00 0.1210 5271
19.00 0.1510 6578
20.00 0.1830 7971
Comment:
Scenario: Scenariol
Type: Time/Stage
C:\Program Files\Icpr4.07.08\ICPR4_Examples\ACE PROJECTS\Park Street OKE\ 4/18/2023 13:37
5
Base How: 0.00 cfs
Initial Stage: 15.00 ft
Warning Stage: 16.00 ft
Boundary Stage:
0 0 0 0.0000 15.00
0 0 0 72.0000 15.00
Comment:
• •
Node: Pre-Node
Scenario: Scenariol
Type: Time/Stage
Base Flow: 0.00 cfs
Initial Stage: 15.00 ft
Warning Stage: 16.00 ft
Boundary Stage:
Year Month Day Hour ., ...„., Stage,[ft1.
0 0 0 0.0000 15.00
0 0 0 72.0000 15.00
Comment:
• •
Node: Pre-Creek
Scenario: Scenariol
Type: Time/Stage
Base Flow: 0.00 cfs
Initial Stage: 15.00 ft
Warning Stage: 16.00 ft
Boundary Stage:
Year Month Day . Hour
0 0 0 0.0000 15.00
0 0 0 72.0000 15.00
Comment:
C\Program Files\Icpr4.07.08UCPR4_Examples\ACE PROJECTS\Park Street OKE\ 4/18/2023 13:37
American Civil Engineering Co.
BMP — Nutrient Loading
Complete Report Ver 4.3.5
Project: Park Street Commerce Center
Date: 4/18/2023 7:01:55 AM
Site and Catchment Information
Analysis: Net Improvement
Catchment Name Park Street Dry Pond
Rainfall Zone Florida Zone 2
Annual Mean Rainfall 51.00
Pre-Condition Landuse Information
Landuse Single-Family: TN=2.070
TP=0.327
Area(acres) 1.20
Rational Coefficient(0-1) 0.03
Non DCIA Curve Number 61.00
DCIA Percent(0-100) 0.00
Nitrogen EMC (mg/1) 2.070
Phosphorus EMC (mg/I) 0.327
Runoff Volume(ac-ft/yr) 0.165
Groundwater N(kg/yr) 0.000
Groundwater P (kg/yr) 0.000
Nitrogen Loading(kg/yr) 0.422
Phosphorus Loading(kg/yr) 0.067
Post-Condition Landuse
Information
Landuse Highway: TN=1.520 TP=0.200
Area(acres) 1.20
Rational Coefficient(0-1) 0.45
Non DCIA Curve Number 61.00
DCIA Percent(0-100) 54.00
Wet Pond Area(ac) 0.00
Nitrogen EMC (mg/l) 1.520
Phosphorus EMC (mg/1) 0.200
Runoff Volume (ac-ft/yr) 2.306
Groundwater N(kg/yr) 0.000
Groundwater P(kg/yr) 0.000
Nitrogen Loading(kg/yr) 4.323
Phosphorus Loading(kg/yr) 0.569
Catchment Number: 1 Name: Park Street Dry Pond
Project: Park Street Commerce Center
Date: 4/18/2023
Retention Design
Retention Depth (in) 2.100
Retention Volume (ac-ft) 0.210
Watershed Characteristics
Catchment Area(acres) 1.20
Contributing Area (acres) 1.200
Non-DCIA Curve Number 61.00
DCIA Percent 54.00
Rainfall Zone Florida Zone 2
Rainfall (in) 51.00
Surface Water Discharge
Required TN Treatment Efficiency (%) 90
Provided TN Treatment Efficiency (%) 96
Required TP Treatment Efficiency (%) 88
Provided TP Treatment Efficiency (%) 96
Media Mix Information
Type of Media Mix Not Specified
Media N Reduction(%)
Media P Reduction (%)
Groundwater Discharge (Stand-Alone)
Treatment Rate (MG/yr) 0.000
TN Mass Load (kg/yr) 4.141
TN Concentration(mg/L) 0.000
TP Mass Load (kg/yr) 0.545
TP Concentration (mg/L) 0.000
Load Diagram for Retention (stand-alone)
Load Treatment Surface Discharge
N: 4.32 kg/yr —* N: 96 % —* N: 0.18 kg/yr
P: 0.57 kg/yr P: 96 % P: 0.02 kg/yr
Mass Reduction
y N: 4.14 kg/yr
P: 0.54 kg/yr
Load Diagram for Retention (As Used In Routing)
Load Treatment Mass Discharged
Upstream Nodes N: 4.32 kg/yr o N: 0.18 kg/yr
None P: 0.57 kg/yr N: 95.8�/o P: 0.02 kg/yr
Q: 2.31 ac-ft P. 95.8 /o Q: 0.10 ac-ft
1
Mass Removed
N: 4.14 kg/yr
P: 0.54 kg/yr
Summary Treatment Report Version: 4.3.5
Project: Park Street Commerce
Center Date:4/18/2023
Analysis Type: Net Routing Summary
Improvement Catchment 1 Routed to Outlet
BMP Types:
Catchment 1 - (Park Street
Dry Pond) Retention
Based on % removal values to
the nearest percent
Total nitrogen target removal met?Yes
Total phosphorus target removal met?Yes
Summary Report
Nitrogen
Surface Water Discharge
Total N pre load .42 kg/yr
Total N post load 4.32 kg/yr
Target N load reduction 90 %
Target N discharge load .42 kg/yr
Percent N load reduction 96 %
Provided N discharge load .18 kg/yr .4 lb/yr
Provided N load removed 4.14 kg/yr 9.13 lb/yr
Phosphorus
Surface Water Discharge
Total P pre load .067 kg/yr
Total P post load .569 kg/yr
Target P load reduction 88 %
Target P discharge load .067 kg/yr
Percent P load reduction 96 %
Provided P discharge load .024 kg/yr .05 lb/yr
Provided P load removed .545 kg/yr 1.201 lb/yr
American Civil Engineering Co.
RECOVERY
1
Perc Link: L-0110PERC (Sim: Recover)[L-0110PERC]
19.00 i -US Node Elev
I Wetting Front
•
-GWT atX=0.00
1 ( GWT atX=2.50
i 1 GWT atX=3.09
18.00--_--------- ---- - I 1 --i---- - GWT at X=3.69
I -- GWT atX=4.28
}
RECOVER @ 48 hours ! 1 -GWT at X=5.47
i -GWT atX=6.96
• GWT atX=8.44
17.00 _-_-- _._ __ -GWT at X=11.41
__ _ -GWT atX=14.38
X �- i -GWT at X=20.32
-----c GWT at X=26.26
GWT atX=32.20
16.00 GWT at X=38.14
fA I
I
- - GWT atX=50.02
j -GWT at X=61.90
I -GWT atX=76.75
I GWT atX=91.60
_ -GWT atX=106.45
15.00 f - -;- -- -1 =---+ - -GWT at X=121.30
-GWT atX=136.15
_�_, ___ rt GWT at X=151.00
14.00 f---
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00
Time[hrs]
C:\Program Files\Icpr4.07.08\ICPR4_Examples\ACE PROJECTS\Park Street OKE\ 4/18/2023 12:54
American Civil Engineering Co.
GEOTECH REPORT
Headquarters el I t ENGINEERING Mailing
P.O. Box 7
11345 U.S. Highway 1 8-1377
E58
Sebastian FL. 32978
jinh AnAND TESTING Press Way C.A.#5693
Sanford, FL. 32771 KSMengineering.net
Workspace Collective December 30, 2022
Adam Ramsay
603 E. Fort King Street
Ocala, FL 34471
Re: 1000 State Road 70
Okeechobee, Florida
KSM Project#: 2210339-b&p
Dear Mr. Ramsay:
As requested, KSM Engineering & Testing has performed a preliminary subsurface
investigation at the referenced site. The purpose of this investigation was to determine the
general nature of the subsurface conditions at the subject property and to offer preliminary
guidance on the development of the property for its intended use. Presentation of the data
gathered during the investigation, together with our geotechnical related opinions, are
included in this report.
Scope of Work and Professional Service Agreement.
The scope of work and the agreement to perform a geotechnical exploration was provided by
KSM's October 27, 2022, proposal to Workspace Collective, in care of Mr. Adam Ramsay.
The agreement was signed by Mr. Ramsay on November 4, 2022 and was returned to KSM
thereafter.
Summary of Findings and Conclusions:
The following is a summary of the principal findings and conclusions that are contained in this
report, based on the results of KSM's subsurface exploration and analytical laboratory
testing:
• Within the depth of exploration, the property was underlain by generally weak (very
loose to loose) near surface layer of granular material with an organic content varying
from less than 5%, which is the typically accepted limit before a soil is considered
problematic for construction, to 10.9%. When inherently problematic soils were
encountered they were typically at the surface with an estimated thickness of 1 foot
however several borings encountered problematic soil deposits to depths ranging from
1 to 6 feet below grade. Below the organic layer deposits of loose to medium dense
cohesionless fine sand underlain by loose to medium dense clayey/silty fine sand were
discovered.
• The recorded depth to the surface of the groundwater body was very shallow and KSM
expects that the surface of the wet season groundwater body will be at or near to the
altitude of the existing land surface.
Page 1 of 11
1000 State Road 70 Tr' C�1 I ENGINEERING
Okeechobee, Florida �7Ma AND TESTING
KSM Project#: 2210339-b&p
• The discovered subsurface conditions are expected to negatively impact the
development of this property in that creation of a stable subgrade for support of the
proposed dwellings and roadways will be difficult due to the combined effect of the
expected shallow position of the groundwater surface, the excessive organic content
and weak nature of the upper zones of soil. Specifically, we anticipate that the
excavation and backfill of near surface organic deposits and the compaction of very
loose subgrade soils may be difficult due to the shallow water table position.
Consideration should also be given to scheduling the earthwork operations to be
performed during the seasonally dry winter and spring months to decrease the amount
of anticipated dewatering that will be required.
O The installation of buried utility lines (i.e., stormwater piping, water supply lines, power
lines, and telecommunication lines) are likely to involve excavation of trenches below
the groundwater surface. Accordingly, dewatering of the trench excavations is likely to
be necessary to enable the installation to be performed in dry conditions.
o Given the existing weak nature of the subgrade soils, the foundations that support the
new structures on this property should bear at elevations that are as shallow as
practical, in order to contain the stress transmitted by the foundations within the
compacted engineered fill soils that will be placed during the mass grading operations.
Monolithic slab foundation systems are generally better suited to this situation than are
conventional shallow spread footings and a separate slab-on-grade systems.
The nature and extent of earthwork methods that would best suit this property will depend to
a great extent on the details of the proposed grading and drainage plan. The development of
the land into a retail development would benefit from the raising the land surface above the
existing landform, by installation of structural fill, in order to enable the streets and structures
to be supported above the seasonal groundwater levels, upon engineered fill materials. This
report offers preliminary recommendations that assume that the landform will be raised a
height of not less than 5 feet above the existing land surface.
Site Description
Location & Physiography — The project site was located in Okeechobee, Florida, on State
Route (SR) 70. At the time of the investigation, the site was found to have a generally flat
topography. Vegetation on the site consisted mostly of light ground surface cover vegetation
and many trees.
Project Description:
The following information is based, in part, on our review of the Conceptual Sizing Plans for
"Park Prime Retail (22.10.10)" and "Plan Park Street Commerce Center (12.14.22)" by
American Civil Engineering Co. Due to the preliminary nature of this project, it is our
understanding that the development site plan has not been finalized. Please contact KSM to
provide the most recent plans, so we can make any adjustments and review this report
accordingly.
Overall Development — It is our understanding that the proposed site may be developed with
a typical low rise three-story commercial hotel structure, a one-story car wash building, a one-
story commercial restaurant building and various one-story storage structures/canopies
constructed on the property. As part of the overall development, two (2) ponds are proposed
Page 2 of 11
1000 State Road 70 ENGINEERING
Okeechobee, Florida inkI IY>L AND TESTING
KSM Project#: 2210339-b&p
for the purpose of stormwater management on the site. Typical pavement areas will consist
of driveways and parking areas.
The Scope of KSM's Study Included:
1. Performed soil borings within the approximate limits of the proposed structures and
pavement areas, as well as in the proposed pond locations.
2. Measured the encountered groundwater level at each boring.
3. Reviewed the soil samples and field soil boring logs (by a geotechnical engineer) in
our laboratory and assigned analytical laboratory testing to selected samples.
4. Performed the assigned analytical laboratory tests on the selected soil samples.
5. Evaluated the discovered subsurface conditions with respect to the construction of the
proposed structures and roadways.
6. Prepared this preliminary report to document the data that was gathered, to present
our findings and to present our preliminary recommendations.
Site Investigation:
Limitations — The preliminary opinions and recommendations are based on the discovered
subsurface conditions in the locations of the performed tests.
Subsurface Testing — KSM's site investigation program consisted of performing the following
tests:
• Twenty-nine (29) Standard Penetration Test (SPT) Borings, terminated at approximate
depths ranging from 10 to 15 feet below the existing ground surface, were performed
within the limits of the site.
• Fifteen (15) Hand Auger (HA) Borings with corresponding Static Cone Penetrometer
(SCP) Soundings, terminated at an approximate depth of 6 feet below the existing
ground surface, were performed within the limits of the proposed pavement areas.
• Two (2) SPT borings, denoted as PB, terminated at an approximate depth of 20 feet
below the existing ground surface, were performed within the limits of the proposed
stormwater management areas.
SPT Borings — The SPT borings were performed in general accordance with procedures
described in ASTM D1586.
HA Borings — The HA borings were performed using a bucket auger tool to advance the
borehole and to return disturbed samples of the soils. The drilling was performed in general
accordance with the procedures delineated in ASTM D1452.
SCP Soundings — Execution of a SCP sounding consists of pushing a thin steel shaft, with an
attached 60°-conical point, by hand through the soil. The capacity of this tool to measure the
relative density of the soil is directly related to the weight that is applied on the shaft by the
technician that operates the tool. The thrust required to push the cone tip is measured by an
Page 3 of 11
1000 State Road 70 I C 1 t ENGINEERING
Okeechobee, Florida £ i 1VL AND TESTING
KSM Project#. 2210339-b&p
attached proving ring with a calibrated gauge. The value of the bearing pressure exerted by
the cone point has been correlated with the relative soil density. The relationship of the SCP
reading to the relative density is listed in the table below:
Static Cone Penetrometer
Relative Density Static Penetrometer Reading
Very Loose or Soft <15
_ Loose 15-40
Medium Dense 40-70
Dense >70
Soil Classification — The field soil boring logs and recovered soil samples were transported to
KSM's office from the project site. Following the completion of the field exploration activities,
visual and tactile examination of the soil samples was performed by a geotechnical engineer
to identify the engineering classification of the soil samples that were obtained in the field
exploration. The visual classification of the samples was performed in general accordance
with the current United Soil Classification System (ASTM D2487).
General Subsurface Soil Classification Summary — The following table outlines the general
subsurface conditions encountered during our investigation. Refer to the boring logs and
location map for specific information regarding our interpretation of the field boring logs.
Generalized Soil Profile
Approximate Depth Discovered Subsurface Conditions
Below Grade (Feet)
Variable near surface soil conditions include:
• Very loose sand with organic material (problematic soil
0 to 5 deposits) generally within 1 foot of the surface however
some borings revealed problematic soil deposits to
depths of 5 feet below grade;
• Very loose to medium dense fine sand
6 to 15 Loose to medium-dense fine sand, slightly clayey/slightly silty
sand, and clayey sand
Observed Groundwater Table — Following the completion of each soil boring, the
groundwater was allowed to attain an equilibrium level and the approximate depth to the
surface of the groundwater was measured from existing ground elevation and recorded in the
field log. The typical observed water table was encountered at approximate depths ranging
from at or above the existing grade to depths of 5.3 feet below existing grade. These values
were recorded at the time of investigation, which took place between the dates of November
21, 2022, and December 15, 2022.
Page 4 of 11
1000 State Road 70 I' CA I ENGINEERING
Okeechobee, Florida AIL l.7IVA. AND TESTING
KSM Project#. 2210339-b&p
Analytical Laboratory Testing:
Natural Moisture Content — Testing was performed in general accordance with procedures
described in ASTM D2216-19.
Fines Content Testing was performed in general accordance with procedures described in
ASTM D1140-17.
Organic Content Tests — Testing was performed in general accordance with procedures
described in ASTM D2974-20e1.
Analytical Laboratory Testing Results
Sample Moisture Fines Organic
Boring Depth Soil Description o Content
o
(ft) �o /o y�o
B-1 2 Gray Clayey Sand 19% 24%
B-3 13 Brown Clayey Sand 22% 29%
B-9 6 Dark Gray Slightly Clayey Sand 26% 5.2%
B-10 2 Dark Brown Sand with Organics 34%
B-11 6 Light Gray Sand 24% 1.2%
B-19 6 Gray Slightly Silty Sand 35% 5.5%
B-19 13 Gray Clayey Sand 25% 23%
B-22 2 Gray Sand 17% 3.1%
B-24 2 Dark Gray Sand 34% 3.7%
B-24 13 Brown Clayey Sand 2% 33%
B-25 4 Brown Sand 31% 4.9%
B-26 1 Dark Gray Sand with Traces of 27%
Roots
B-29 2 Brown Sand 22% 2.5%
B-29 13 Brown Slightly Clayey Sand 29% 11
HA 2 1 Dark Gray Silty Sand with 47% 7 9%
Organics
HA-9 1 Dark Gray Silty Sand with 45% 12% 8.0%
Organics
HA-12 1 Dark Gray Sand, Slightly Silty 49% 10.9%
with Organics
Page 5 of 11
1000 State Road 70 1P 011 I ENGINEERING
Okeechobee, Florida Jam 0 IVi AND TESTING
KSM Project#: 2210339-b&p
Analytical Laboratory Testing Results (Continued)
Sample Moisture Fines Organic
Boring Depth Soil Description Content
(ft)
PB-1 3 Light Gray Slightly Silty Sand 27% 5.8%
PB-1 5 Grayish Brown Sand 24% 3.7%
PB-1 10 Grayish Brown Sand 25% 2.2%
PB-1 12 Gray Slightly Clayey Sand 23% 9.8%
PB-2 3 Light Gray Sand 25% 2.0%
PB-2 5 Dark Gray Sand, Slightly Silty 24% 11%
PB-2 7 Light Gray Sand 25% 0.6%
PB-2 12 Gray Clayey Sand 22% 33%
PB-2 16 Light Brown Clayey Sand 27% 19%
PB-2 18 Light Gray Clayey Sand with 13% 12%
Shell
Engineering Evaluation:
Based on the information obtained from this site investigation, we are pleased to offer the
following evaluation:
Limitations — Due to the preliminary nature of this project, KSM recommends that additional
testing is performed within the development features once the final locations are known. The
following information is preliminary and based on the initial conceptual site layout and may
not correspond to the final design site layout.
Seasonal Groundwater Fluctuation —The following table indicates the recorded measurement
taken from the existing grade to the encountered groundwater table for each test location
along with our estimated depth normal wet season water table and normal dry season water
table depths (below existing grade) for the test locations. The measurements were taken after
the borings were performed and the groundwater table was allowed to stabilize.
Estimated Normal Season Groundwater Table Fluctuation
Test Location Depth (feet,') Below Existing Grade
(See Location Measured Estimated Estimated
Plan) Encountered Normal Wet Season Normal Dry Season
Groundwater Table Water Table Water Table
PB-1 1.0' •0.3' 3.3'
PB-2 2.4' 1.0' 4.0'
Absent land surface elevation measurements at the boring locations, and assuming that the
surface of the groundwater table is not steeply inclined, KSM has concluded that borings that
Page 6 of 11
1000 State Road 70 V C 1 I ENGINEERING
Okeechobee, Florida 1.7 MIL AND TESTING
KSM Project#: 2210339-b&p
featured deeper groundwater surface depths were likely to have been drilled at locations
where the land surface altitude was above boring locations that featured shallower
groundwater surface depth measurements, or that the range and depth of the water table
elevation may be affected by the proximity of man-made or natural drainage features.
Accordingly, as part of the design phase geotechnical studies, KSM recommends that the
land surface elevation of the borings be surveyed to determine the approximate altitude of the
groundwater surface, at the time that the measurements were made. Using that data, KSM
can provide a more precise estimate of seasonal groundwater levels.
Dewaterinq — Given the normal wet season groundwater surface level estimates, and
assuming that KSM's estimates of the height of the fill stated in the "Project Description"
section is accurate, it is KSM's preliminary opinion that the position of the groundwater table
is unlikely to affect either the design or the installation of the shallow foundations that will
support the dwellings constructed on this property. Conversely, KSM anticipates that the
earthwork stage of site development will require the compaction and/or excavation of soils
located below the groundwater surface. Additionally, excavations that are made to install
buried utility lines could also require excavations below the groundwater surface. Accordingly,
the earthwork contractor should recognize that temporary dewatering of excavations that
penetrate below the prevailing groundwater surface will be necessary to allow the earthwork
operations to be performed in dry conditions and plan his operations accordingly.
Analysis and Opinions: Fill Suitability — Based on the discovered soils in the locations of PB-1
and PB-2, KSM offers the following recommendations on the suitability of fill deposits that will
be used to rough grade the property in preparation for the installation of the roadway and
utility networks and for the construction of the individual dwellings.
• Fine sands deposits, which feature less than 5 percent "fines", are considered to be
best suited as a structural fill source because they drain freely when excavated below
the water table and are not as moisture sensitive as material that contains higher fines.
• The slightly clayey/silty fine sands containing between 5 and 12 percent fines, are
suitable as structural fill, but may require extra effort to be properly moisture
conditioned and compacted. These soil deposits drain fairly well but will require more
effort than the fine sand deposits above to create optimum moisture conditions in order
to avoid compaction issues. Thinner lifts not exceeding 6 inches in loose thickness
may be required for placement and compaction of these soils.
• Clayey and/or silty fine sand deposits, (i.e., sand deposits that contain more than 12
percent fines, by weight) are typically not considered desirable for structural fill, due to
their poor workability characteristics in comparison with sand deposits that feature
fewer fines. Due to the moisture sensitive nature of these materials a substantial
amount of time and effort would be required in order to improve their workability. The
discovered clayey sand deposits may be more suitable for use as fill material in non-
structural areas outside the building pad and within the pavement area footprint, and
potentially as a stabilized subgrade component in the roadway pavement cross
section. KSM recommends that the earthwork contractor use there materials
selectively. Properly compacted, such materials can be used as structural fill, provided
that the earthwork contractor is prepared to contend with the effort that will be
Page 7 of 11
1000 State Road 70 Ire C 1 t ENGINEERING
Okeechobee. Florida £IJ jVA. AND TESTING
KSM Project#: 2210339-b&p
necessary to moisture condition and densify such soil deposits. Such efforts could
include draining/drying of saturated soils before attempting compaction, reduction in
the thickness of lifts that are compacted, and the use of non-vibratory compaction
machinery.
• Soil deposits that featured organic contents greater than 5 percent should not be
considered suitable soils for structural fill.
Borrow Source Suitability Opinions — KSM assumes that the soil that is excavated to create
the stormwater management basin will be used as a source of fill in creating the landform of
the developed property. Based on the results of the field investigation, together with the
analytical laboratory testing of the selected soil samples, KSM offers the following opinions:
• From the surface to an approximate depth of 10 feet below existing grade — Deposits
of fine sand and slightly clayey/silty sand were discovered. These granular, low fines
content deposits can be considered suitable for structural fill.
• From a depth of approximately 10 to 15 feet below existing grade — Deposits of
clayey/silty sand were discovered. We anticipate that most of the excavated soils
within this depth interval will feature fines contents that exceed 12 percent. These soil
deposits are expected to be moisture sensitive soils, given their elevated fines content
and the estimated shallow position of the surface of the wet season groundwater table.
To avoid compaction-related issues during construction, it is KSM's opinion that
excavated soils with elevated fines content should not be considered suitable as
structural fill for building pads or in pavement areas. In no case should these materials
be used in areas that are expected to contain septic drain fields, due to their expected
low internal permeability.
• From a depth of approximately 15 to 20 feet below existing grade — Deposits of fine
sand with shell and slightly silty/clayey sand were encountered. These granular, low
fines content deposits can be considered suitable for structural fill.
The contractor and civil engineer should coordinate to determine the appropriate methods for
borrow source excavation. It is important to segregate the low-fines soil deposits from the
near-surface clayey and silty sand deposits.
Preliminary Utility and Storm Sewer Opinions — Due to the expected very shallow seasonal
depth to the surface of the groundwater, we believe that difficulties may arise when installing
any utility that will require trenching and/or that will rely on gravity flow. Trench excavations
that encounter very loose subsurface materials may require over-excavation, typically to a
depth of 1 foot below the utility subgrade elevation, backfilled with %-inch stone compacted to
produce a firm, unyielding surface. Any excavated materials with elevated fines content will
likely prove to be problematic if intended to be used as backfill. Blending of the excavated
material with dry, clean fine sand may be necessary, but due to the time and effort required to
properly blend these materials, for ease of construction and scheduling considerations, it may
be advantageous to import clean, free-draining fine sand for use as utility trench backfill.
Additionally, dewatering operations may be required in order to achieve proper backfill
compaction requirements.
Page 8 of 11
1000 • ENGINEERING
Okeechobee, FloridaState d 70 i11�7jVL AND TESTING
KSM Project#: 2210339-b&p
Analysis and Opinions : Preliminary Subqrade Opinions — Based on our experience in the
area, the results of the borings, and KSM's understanding of the project, we believe that the
current conditions of the near surface soils are problematic for development due to the high
degree of variation between borings, elevated organic content, to the elevated fines content,
to the very loose to loose condition of the near-surface soil deposits, and to the anticipated
shallow depth to the groundwater table. Excavation of problematic soils and backfill of the
exposed areas to create a stable platform for the expected fill deposits will require that
temporary dewatering systems be installed to depress the groundwater level. Please note
that estimating the vertical and horizontal limits of any problematic material was as part of our
scope for this investigation. KSM recommends that a design level geotechnical investigation
is performed on this site to aid in the development of design plans.
Preliminary Minimum Roadway Opinions — It is our preliminary opinion that the discovered
subsurface conditions are generally problematic to support a roadway subgrade. It appears
that prior to the installation of the proposed roadway section, improvement of the existing
subgrade can be achieved using a proper excavation and backfilling techniques. Additionally,
the cost of dewatering should be considered. Provided that the subgrade is properly
prepared and that the building pads are properly installed, it is KSM's opinion that the
improved subgrade can support the proposed roadway section.
The pavement should be designed for the anticipated axle weights, vehicle velocities, traffic
mix and frequencies. Please refer to the following table for the minimum recommended
pavement section.
A minimum of 16 inches of separation should be maintained between the bottom of the base
and the high-season water table.
Minimum Pavement Section
Pavement Layer Thickness (in)
Type Material
Standard Duty Heavy Duty
Florida DOT Asphalt Type 3 1 .5 2.5
Flexible Base Course* (Min. LBR of 100) 6 10
Cemented Coquina Rock
Stabilized Subgrade* (Min. LBR of 40) 12 12
* Compacted to minimum 98 percent of its modified dry Proctor value (AASHTO T180)
Preliminary Foundation Opinions — In order for a shallow foundation to perform satisfactorily,
it must be able to support the structural loads while limiting both total and differential
settlement to tolerable values. It is our preliminary opinion that the discovered subsurface
conditions are generally problematic to support a building pad subgrade. It appears that prior
to the installation of the proposed buildings pads, improvement of the existing subgrade can
be achieved using a proper excavation and backfilling techniques. Additionally, the cost of
dewatering should be considered. Provided that the subgrade is properly prepared and that
the building pads are properly installed, it is KSM's opinion that conventional shallow
foundation systems are feasible to support the expected low-rise (3-story maximum)
structures.
Page 9 of 11
Fr,
1000 State Road 70 C 1 Al ENGINEERING
Okeechobee, Florida nIJ1VA AND TESTING
KSM Project#: 2210339-b&p
For more precise building area site and roadway preparation recommendations, as well as
recommendations pertaining to foundation design and settlement calculations, we
recommend performing a design level investigation. KSM should be provided with the civil
construction drawing set as well as the structural plans for review. Please see the section
titled "Future Studies" for additional information.
Estimated Aquifer Parameters:
Limitations — Due to the preliminary nature of this project, KSM recommends that additional
testing is performed within the proposed stormwater management features once the locations
and elevations are better defined. The following information is preliminary and based on the
initial stormwater management layout and may not correspond to the proposed stormwater
management layout.
Factor of Safety — KSM has not applied a factor of safety to the estimated aquifer parameters
within this report. The Engineer of Record is responsible for applying the appropriate factor(s)
of safety to the estimated aquifer parameters contained within this report for use in their
design. For any stratum where the estimated flow rate exceeds 10 inches per hour (20 feet
per day), we recommend that a design flow rate equal to 10 in/hr (20 ft/day) is used.
In-Field Testing — At the test location, Usual Condition Test was performed in general
conformance with the South Florida Water Management District described procedures for the
`Usual Open-Hole Test' method.
Estimated Aquifer Parameters — In-Field Testing
Test Location Estimated Hydraulic Conductivity
(CFS/SF- Ft Head)
P-1 2.5 x 10-5
P-2 7.6 x 10-5
Laboratory Testing and Professional Judgement — Selected samples obtained from our site
investigation were tested in our laboratory in general accordance with ASTM D2434, ASTM
D1140-17 and ASTM C136.
Estimated Aquifer Parameters — Laboratory Testing
Stratum Depth Horizontal Vertical
Test Location Range Saturated Flow Saturated Flow
(ft) Rate (in/hr) Rate (in/hr)
0.8 — 1 .8 1.9 0.9
P-1
1.8 — 4.2 3.2 2.2 t
P-2 0.0 — 4.5 7.0 5.8
t Estimation; reduction of estimated horizontal saturated flow rate applied.
Page 10 of 11
1000 State Road 70 Tie et I ENGINEERING
Okeechobee, Florida �iivi AND TESTING
KSM Project#: 2210339-b&p
Restrictive Stratum — Based on the results of our soil borings and the laboratory testing, in
boring PB-1 we encountered a stratum which we estimate exhibit restrictive flow rates relative
to the overlying stratum, and are described below:
• Deposits of Dark Gray Silty Sand with Organics encountered at an approximate depth
range from the surface to 0.8 feet below grade.
Future Studies:
Design Phase Geotechnical Explorations — KSM recommends that a design-phase
geotechnical exploration be performed to determine whether individual structures are
underlain by any organic soil deposits or inherently problematic soils and to generate the
subsurface data that is necessary to provide site specific foundation design and earthwork
recommendations. Upon request, KSM will provide a detailed scope of work and cost
proposal to address these features, based on the preliminary plan documents.
Closure.
Based upon KSM's subsurface investigation at the above-mentioned project location, the
reliance of the preliminary opinions and recommendations presented within this signed and
sealed report is predicated on KSM being engaged to perform design-basis geotechnical
explorations and testing. The opinions and recommendations given in this report are
preliminary and should not be used to create final plan documents and specifications.
This report has been prepared in accordance with generally accepted soil and foundation
engineering practices based on the results of the borings and the assumed loading
conditions. No warranties, either expressed or implied, are intended or made. This report
does not reflect any variations which may occur between the borings. If variations appear
evident during construction, it will be necessary for you or your representative to engage
KSM to perform any supplementary studies and to re-evaluate the recommendations made in
this report.
Environmental conditions, wetland delineation, karst activity, water quality, and municipal
requirements were not a part of this study.
KSM is pleased to have been of assistance to you on this phase of your project. When we
may be of further service to you or should you have any questions, please contact us.
Respectfully, \\\ CLgw 11,,
O.••oc,ENS . Oy
. f 'Zt. . No. 91598
* *
Christopher S. LeBrun, E.I. O '• STATE OF .•• 4,_7 Cody C. Clawson, P.E.
Geotechnical Engineer %t�` Geotechnical Engineer
Florida Lic. No. 1100022858 �"/"ONAL•�?G' Florida Lic. No. 91598
CCC/cv
Email to: adam@workspace-collective.com
Page 11 of 11
KSM Engineering&Testing BORING NUMBER B-01
KSMSebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 12/15/22 COMPLETED 12/15/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample E.AT TIME OF DRILLING 2.0 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
A SPT N VALUE A
U r rn w w 20 40 60 80
°O MATERIAL DESCRIPTION J p Q O 1- PI L • 'L
ax
v a O m O> n 20 40 60 80
(� Q z 0
W U Z z ❑FINES CONTENT(%)0
rn a W ❑
0 a 20 40 60 80
Gray Slightly Clayey Sand
1-2-2
- XSS 2)
- Gray Clayey Sand
- •• X SS 3(8)4
8
a Brown Sand 4-4-4
X
SS (8)
X
SS 3-2-2
h- Dark Brown Slightly Silty Sand (4)
z
• 10 X SS 3 8>- -
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> Bottom of borehole at 15.0 feet.
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KSM Engineering&Testing BORING NUMBER B-02
KSM Sebastian, FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 12/14/22 COMPLETED 12/14/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample V.AT TIME OF DRILLING 0.9 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING --
w o w • •SPTN VALUE A
U ° �j w 20 40 60 80
H O L
MATERIAL DESCRIPTION CO > O Q O z PI •MC I
dD OS mO> D n 20 40 60 80 _
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<z 0W U z w o D FINES CONTENT(%)0
0 0- 20 40 60 80
Dark Gray Sand
_ )( SS 3-4-6
1-1-1a\)/s'
_ _ Gray Sand X SS (10)
5
Light Gray Sand 7-7-8
m - SS (15)
_ Dark Gray Sand SS•
(5)
(10)
SS 4-5-4
A
10 (9)
cn
Bottom of borehole at 10.0 feet.
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KSM Engineering&Testing BORING NUMBER B-03
KSM P.O.Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 12/15/22 COMPLETED 12/15/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample a AT TIME OF DRILLING 1.2 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING --
♦SPTN VALUE A
U o cn w 20 40 60 80
w -O MATERIAL DESCRIPTION woo >a O m Q p Z a PL MC IL
p � o-D aoO> i— D 20 40 60 80
C7 <Z L 0O? W ❑FINES CONTENT(%)❑
0 _ a_ 20 40 60 80
Dark Gray Sand
_ X SS 112
(3)
Light Gray Sand- - SS 6 4
7-7
X (1 )
5
a \/
X SS 6136
th
X SS (6)
10 Dark Gray Sand XSS 4(9j5
rn
0
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l+1
- >' Brown Clayey Sand 3-4-3
15 SS (7) `
> Bottom of borehole at 15.0 feet.
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KSM Engineering&Testing BORING NUMBER B-04
KSMP.O. Box 78-1377 PAGE 1 OF 1
Sebastian,FL 32978
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 12/12/22 COMPLETED 12/12/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample V AT TIME OF DRILLING 1.0 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING —
w
a ♦SPT N VALUE A
U r cn w w 20 40 60 80
a 0 MATERIAL DESCRIPTION J 2 >0 9 D Q p z a I MC IL
p �—' o O . m0> °v 20 40 60 80
0 <z U Z w Q ❑FINES CONTENT(%)ct ❑
0 0- 20 40 60 80
Dark Gray Sand with Organics
X SS 113
(4)
• X
• Dark Gray Slightly Clayey Sand 4-5-6
SS (11)
5 • Dark Gray Sand
4-5-5
•
a? SS (10)
S X
SS 5-7-7
ry_ (14)
•
10 • XsS
(11)
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E 15 x SS (13)
> Bottom of borehole at 15.0 feet.
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KSM Engineering&Testing BORING NUMBER B-05
KSMP.O.Box 78-1377 PAGE 1 OF 1
Sebastian,FL 32978
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 12/15/22 COMPLETED 12/15/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample a AT TIME OF DRILLING 2.1 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
o: A SPT N VALUE A
w o w
U } cn w w 20 40 60 80
o_ a L
0 MATERIAL DESCRIPTION w co Ill 0 O z p Z 0 PI L •MC I
o`� � a O . El/O> — 20 40 60 80
0 <z U z Lu z Q ❑FINES CONTENT(%)❑
0 0- 20 40 60 80
Light Gray Sand X
SZ SS2-2-3
(5)
- Gray Sand X SS 4-5-5
(10)
4-5-5
m • X SS (10)
Light Gray Sand SS 8-9-9
(18)
SS 7-8-8
10 (16)
Bottom of borehole at 10.0 feet.
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KSM Engineering&Testing BORING NUMBER B-06
KSM P.O.S bas ianx 78-1377?FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 12/12/22 COMPLETED 12/12/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample a AT TIME OF DRILLING 2.1 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
W o w • ASPTNVALUEA
U o r w w 20 40 60 80
—~ LL
O MATERIAL DESCRIPTION w m w a Z< 0 z 0 PL MC
o x
pv J dD OW m0> �8 201 40 60 I
60 80
z U z w Q El FINES CONTENT(%)❑
0 0- 20 40 60 80
.2 Dark Gray Silty Sand with Organics(Muck)
J SS 1-1-1
sz X (2) •
_ X
- Brown Sand with Traces of Organics SS 1-1-2
(3)
5
_ - — SS 6-6-5
0
m — X (11)
Brown Sand,Slightly Silty
5-5-6
z X SS (11)
6• 10 • X SS 6-7-7
N (14)
W
J_ _
- -
Brown Sand
5-4-4
SS
15 X (8)
> Bottom of borehole at 15.0 feet.
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KSM Engineering&Testing BORING NUMBER B-07
KSM P.O. Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 12/13/22 COMPLETED 12/13/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample AT TIME OF DRILLING 1.2 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
w o w • A SPT N VALUE A
U r >- w a- w 20 40 60 80
~ <O MATERIAL DESCRIPTION J >a p D Q p Z n PI L MC LL
p a O m 0> - D-- 20 40 60 80
< w w ❑FINES CONTENT(%)El
0 20 40 60 80
Dark Gray Sand
XSS1-1-2
_ (3)
Light Gray Sand X
SS 4-4-7
3-4-5
m_ XSS (9)
XSS4-4-4
_
io X SS 4-5 5
J_ _
Gray Sand \J
SS 9-5-4
E 15 .' . 1 (9)
> Bottom of borehole at 15.0 feet.
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KSM Engineering&Testing BORING NUMBER B-08
KSM P.O. Box 78-1377
Sebastian,FL 32978
PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 12/13/22 COMPLETED 12/13/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample V.AT TIME OF DRILLING 1.1 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
ASPTNVALUEA
o ILL 20 40 60 80
xO �m wo z �� PL MC LL
O MATERIAL DESCRIPTION _1 2 >0 OJ D Q cc --�Z n I I
p _�o ow m o> _ — 20 40 60 80
O0z I U Z ZcLi Q ❑FINES CONTENT(%)❑
0 a 20 40 60 80
Dark Gray Sand
_ X SS 1-1-2
Gray Sand (3)
_ x SS 4-4-5
// vv (9)
•
ro- X SS 4-7-3
)
Ch
2-2-4
SS
- - (6)
4-5-6
10 SS (11)
Bottom of borehole at 10.0 feet.
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KSM Engineering&Testing BORING NUMBER B-09
KSMS ox 78-1377
basBti n,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 12/15/22 COMPLETED 12/15/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample V AT TIME OF DRILLING 1.1 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING —
w o w • ASPTNVALUE•
v o cn w w 20 40 60 80
d °O MATERIAL DESCRIPTION J >0 p n Q z Q PL • LLMC
Q O� mO> w }" 20 40 60 80
< L W ❑FINES CONTENT(%)❑
0 0- 20 40 60 80
Dark Gray Sand
•_• X SS 1(1)3
(4)
X SS 3-4-4
/` (8)
5
0 4-4-5
Dark Gray Slightly Silty Sand SS (9)
Light Gray Sand x
10 XSS
(12)
J_ _
U)
N
rn_
f7
ry- -v ,::. Dark Gray Sand with Traces of Gravel XSS 5-5-5 A
E 15 po:{A (10)
Bottom of borehole at 15.0 feet.
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KSM Engineering&Testing BORING NUMBER B-10
KSMS ox 78-1377
basBti n,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 12/15/22 COMPLETED 12/15/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample AT TIME OF DRILLING —Ground Level
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING —
w o w • ASPTNVALUEA
} IC w w 20 40 60 80
a a 0 MATERIAL DESCRIPTION w m > o z p Z PL MC LL
w Q �� >0 �DQ n I •
�Z O . co O> w } 20 40 60 80
• W ❑FINES CONTENT(%)❑
0 n 20 40 60 80
Dark Brown Sand with Organics
X SS •
1-1-1
(2)
_
Dark Brown Silty Sand with Organics X SS 1(3)2
5 Light Gray Sand
O X
4-5-5
m SS (10)
Dark Gray Sand X SS (4-1505
)
41.\ k
5-6-6
6 10 ` X SS (12)
m_
lh
N- Gray Sand \/ 3-4-4
w 15 x SS (8)
Bottom of borehole at 15.0 feet. // �`
w
U)
U)
0
0
0
N
0
U)
w
LL
2
i0
m
0
m
CO
0
CO
CO
C-
z
0
CO
F-
0
a
m
0
w
0
O
w
KSM Engineering&Testing BORING NUMBER B-11
KSM P.O.Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 12/15/22 COMPLETED 12/15/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample Q AT TIME OF DRILLING 0.8 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING -
w a w • A SPT N VALUE•
_ r a >- w 20 40 60 80
F — _0 w o o ~� 2 Ic PL MC LL
w Q O MATERIAL DESCRIPTION g >0 O D< z Q JI • I
w o co0> ~ 20 40 60 80
<Z L Z w O ❑FINES CONTENT(%)0
0 0_ 20 40 60 80
Dark Gray Slightly Silty Sand X
SS 1-1-2 A
(3)
- -a.:".::: Dark Gray Sand with Traces of Roots )( ss
5 SS
(3)
a
Gray Sand XSS 4-5-5
(1 0)
g_ Light Gray Sand
5-9-9
_ _ X SS (18)
6 10 Dark Gray Sand X SS b)
- ••_`_. Light Gray Slightly Clayey Sand SS 2-2-2
E 15 . _ X (4)
Bottom of borehole at 15.0 feet.
w
2
U)
0
0
0
0
N
0
N
w
2
N
N
N
N
0
QI
U)
0
I-
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0
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0
m
w
w
0
O
0
0
KSM Engineering&Testing BORING NUMBER B-12
KSMP.O.Box 78-1377 PAGE 1 OF 1
Sebastian, FL 32978
Tel: (772)-589-0712
Fax: (772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 12/15/22 COMPLETED 12/15/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample Q AT TIME OF DRILLING 1.8 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
w a w • ASPTNVALUEA
ULc5 } cn w w 20 40 60 80
w a-O MATERIAL DESCRIPTION J >0 p p Q Z PL � LL
Z O co Z w } 20 40 60 80
Q w Z d ❑FINES CONTENT(%)❑
0 a
20 40 60 80
Dark Gray Sand X
SS 1-2-3
(5)
J: •. Dark Gray Slightly Silty Sand X- - SS 4(10)
5
Dark Gray Sand X 4-4-4
SS (8)
m- -
SS 4-5-7
(12)
o_ Gray Sand
I- 6-7-7
•10 SS (14)
17- Bottom of borehole at 10.0 feet.
w
z
0
N
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0
O
N
0
Ui
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0
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0
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0
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0
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F-
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a
x
m
x
0
W
F-
O
w
O
KSM Engineering&Testing BORING NUMBER B-13
KSM P.O.S ox 78-1377
basBti n,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 12/15/22 COMPLETED 12/15/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample Q AT TIME OF DRILLING 1.2 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING --
H A SPT N VALUE A
U r cn w •
w 20 40 60 80
H a 0 MATERIAL DESCRIPTION w m w a z< p Z 8 PL MC LL
pv xJ dD O . m0> H n 201 40 60 80
O Q Z w U z Z a ❑FINES CONTENT(%)❑
c4 W 0
0 0- 20 40 60 80
Light Gray Sand
- 57 XSS
_ 1-1-3
Xss (1 5
0)
4-5-5
XSS (10)
Gray Sand
X SS 6-7-7
• " ' (14)
0 10 XSS
(13)
J_ _
OI_
i Gray Slightly Clayey Sand X 3-3-4
Pe15 // SS (7)
> Bottom of borehole at 15.0 feet.
uJ
w
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N
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0
0
0
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LL
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0
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a
x
m
x
0
w
0
O
w
0
KSM Engineering&Testing BORING NUMBER B-14
KSM P.O. Box 78-1377
Sebastian,FL 3 978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 12/13/22 COMPLETED 12/13/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample Q AT TIME OF DRILLING 2.0 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING ---
NOTES See Attached Location Plan AFTER DRILLING ---
w o w ASPTN VALUE A
U } cn w w 20 40 60 80
wQ 0 MATERIAL DESCRIPTION >0 O D Q z n PL MC LL
o O .cr m O> 20 40 60 80
O 2Z w OZ W >
Lu
O < Z ❑FINES CONTENT(%)0
_ 20 40 60 80
Light Gray Sand
X SS 224
(6)
- Brown Sand
x SS 6-7-7
( \ (14)
_ _ Light Gray Sand X SS 7-10-10
m \ (20)
N_ • Gray Sand SS 3-4-4
(8)
° 6-6-7
10 SS (13)
Bottom of borehole at 10.0 feet.
W
z
0
a)
rn
0
0
LU
LU
>
LU
W
2
N
V)
0
0
0
N
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W
LT.
LU
N
0
0
0
U)
a)
0
V)
I-
O
m
O
w
0
O
w
O
KSM Engineering&Testing BORING NUMBER B-15
KSM P.O.Sebastian,x 78-1377 F L 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 12/14/22 COMPLETED 12/14/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample EZ.AT TIME OF DRILLING 2.3 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
w o w • ASPTNVALUEA
0 r cn w w 20 40 60 80
F- _� LU �~ 0 - PL MC LL
w Q 0 MATERIAL DESCRIPTION _1 2 j 0 O D Q z a I •
m Z OO O z w } — 20 40 60 80
<
0
co 0
d O FINES CONTENT(%)❑20 40 60 80
Light Gray Sand
X SS 1(6)5
)
5-8-10
- Dark Brown Sand SS (18)
a
5
7-7-9
X SS (16)
co
/ 8-6-5
•Z_ _ X SS (11)
10 Light Gray Sand X SS 5-4-6
)
o
rn_
Gray Slightly Silty Sand
6-5-4
X
2 15 • SS (9)
Bottom of borehole at 15.0 feet.
w
U)
0
0
0
0
N
Cl)
U)
U)
Co
N
m
0
0
0
Q1
5
U)
0
F-
z
E.6
0
0
a.
x
co
x
0
W
0
0
w
0
KSM Engineering&Testing BORING NUMBER B-16
KSM P.O. 1377
Sebastian,Bx F FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax: (772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 12/13/22 COMPLETED 12/13/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample AT TIME OF DRILLING —
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING --
w o W tt• A SPT N VALUE A
U >- o w w 5 20 40 60 80
H� =O W Luo �~� 0 H� PL MC LL
- Q 0 MATERIAL DESCRIPTION w >d O D< Z a I • I
0 o O m O> F- 20 40 60 80
U 2 z 0 O? Z ❑FINES CONTENT(%)❑
0 0 20 40 60 80
Gray Sand
Xss
�I (3)
41\
•
_ Light Gray Sand X s 5-6-6
(12)
X
Gray Sand,Slightly Silty SS 7-8-10
CO (18)
d,
4-8-7
X SS (15)
1110
X SS 653
// 11.
jGray Clayey Sand SS 5-5-5 A
E 15 :. ; X (10)
Bottom of borehole at 15.0 feet.
cc
U)
U)
N
to
0
0
0
U)
Ui
W
LL
U)
N
6
N
N
0
0
U)
0
F
U)
H
z
O
U)
0
O
a
m
0
W
0
O
w
KSM Engineering&Testing BORING NUMBER B-17
KSM P.O. Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel: (772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 12/15/22 COMPLETED 12/15/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample V AT TIME OF DRILLING 2.0 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING --
w o IT, • ♦SPTN VALUE A
O 1-
cn w w 20 40 60 80
-x a 0 MATERIAL DESCRIPTION w m > O z< p Z 0 PL MC LL
w� � �D >0ctQ> H 0_ I • 1
o_D O� op O> t- �" 20 40 60 80
O QZ w Oz z ❑FINES CONTENT(%)❑
cn w
0 0- 20 40 60 80
Dark Gray Sand
- X
SS 1-2-2
(4)
Gray Sand Xss
_ 4-5-5
5
a
m
/ 4-3-3
XX SS (6)
o- Light Gray Sand X
6 8 8
SS (16)
10X SS 7-8-8
(16)
0
cn
rn_
SS 8-9-8
2 15 X A
(17)
> Bottom of borehole at 15.0 feet.
W
a)
0
0
O
N
a)
w
W
LL
a)
N
N
❑
am
J
a)
7
❑
N
N
Z
a)
0
O
a
x
x
O
w
H
O
w
KSM Engineering&Testing BORING NUMBER B-18
KSMP.O. Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax: (772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 12/15/22 COMPLETED 12/15/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample Q AT TIME OF DRILLING 1.8 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
w o w •tt ASPTNVALUEA
o > IT w w 5 20 40 60 80
wO MATERIAL DESCRIPTION J >0 p D Q z a PL • LL
o-D O lY m O> i- 20 40 60 80
0 2 Z W O Z W }
< o w ❑FINES CONTENT(%)❑
0 a 20 40 60 80
Dark Gray Slightly Silty Sand X
SZ SS- - 1-2-2
X
(4)
SS 3-4-4
5 • Dark Gray Sand
' • (8)
4-5-7
coLight Gray Sand SS (12)
m SS 5-6-7 X (13)
2- Dark Gray Sand
10 X SS 3-4-6
(10)
W _
O
- Light Gray Slightly Clayey Sand with Shell Fragments X
SS4-5-6
E 15 // (11)
Bottom of borehole at 15.0 feet.
CC
2
N
0
0
Ui
W
LL
2
Cl)
0,
Co
ip
N
m
H
Co
C-
N
F
Z
U'
N
H
O
a
m
x
U
W
H
O
W
U
KSM Engineering&Testing BORING NUMBER B-19
KSM P.O. Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax: (772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 12/15/22 COMPLETED 12/15/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample AT TIME OF DRILLING 1.8 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
w o w • ASPTN VALUE A
U > w w 20 40 60 80
w- a-J MATERIAL DESCRIPTION J 2 >0U' O < tx PL z I • LL
p o O . m O> H 20 40 60 80
U' 2 z W U Z W >
Z ❑FINES CONTENT(%)0
Lu
0 0- 20 40 60 80
Light Gray Sand
Gray Slightly Silty Sand X
1-2-2
SS (4)
- - )( ss
4-5-5
(10) \k
4-4-5
m_ X SS (9)
6-7-7
N_ _/� SS
Gray Sand 1 (14)
ZS 10 Xs5 5(10)
OI
(7
_• : Gray Clayey Sand 6-4-5
15 SS (9)
> Bottom of borehole at 15.0 feet.
w
U)
0
0
O
0
0
U)
w
L
U)
(n
rn
Co
N
Of
N
O
C7
Qm
U)
0
0
U)
F-
a_
x
m
0
w
0
0
w
0
KSM Engineering&Testing BORING NUMBER B-20
KSM P.O.Box 78-1377
Sebastian, FL 3 978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax: (772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 12/15/22 COMPLETED 12/15/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample AT TIME OF DRILLING 2.0 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING --
A SPT N VALUE A
r cn aj u~.1 20 40 60 80
a a 0 MATERIAL DESCRIPTION w m w o z 0 z PL MC LL
W Q _1g >0J�Q a I • I
w aJ o-D oI cc > i— 20 40 60 80
C7 Q Z 0 w U z Z ❑FINES CONTENT(%)❑
cn cK w 0
0 0_ 20 40 60 80
Dark Gray Sand X
SS 1 12
- X
(3)
_ - SS 3-4-5
(9)
5 X
SS 537
Light Gray SandX
( )
• SS (8)
16
6 106-6-7
Xss
(13)
h- -' a Gray Sand,Slightly Silty with Traces of Shell 4-4-4 A
F 15 ) _ X SS (8)
> Bottom of borehole at 15.0 feet.
W
2
0
0
0
U)
N
W
LL
U)
N
0,
U)
Co
N
am
0
U)
D
F
U)
H
z
0
N
r
0
a
CO
x
0
W
0
0
W
KSM Engineering&Testing BORING NUMBER B-21
KSM P.O. Box 78-1377
Sebastian, FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax: (772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 12/14/22 COMPLETED 12/14/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample Q AT TIME OF DRILLING 2.3 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING —
w o w
ASPTNVALUEA
r_ cn w w 20 40 60 80
a =O m w— �zS ~� PL MC LL
w` -O MATERIAL DESCRIPTION _j g >0 O Q z a I • I
ot D O cc m 0> F 20 40 60 80
0 2z W Uz w >-
< Z El FINES CONTENT(%)0
0 0- 20 40 60 80
Dark Gray Sand
• 1-1-2
X SS (3)
- Xss4-5-5
5
5-6-6
m- Dark Brown Sand SS (12)
ry_ Light Gray Sand X
SS (178)
X11101
g
m_
Gray Sand,Slightly Silty X
5-3-4
2 15 SS (7)
Bottom of borehole at 15.0 feet.
W
2
N
0
0
0
0
U)
w
U)
rn
CD
ci
1-
0
aC
J
U)
F
0
F
z
U`
U)
F
O
0
a
m
x
U
W
H
O
w
KSM Engineering&Testing BORING NUMBER B-22
KSM P.O. Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 12/14/22 COMPLETED 12/14/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample V AT TIME OF DRILLING 2.0 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING ---
w o w A SPT N VALUE A
U >- > w w 20 40 60 80
o ° O MATERIAL DESCRIPTION _1 2 >O 9 D< O Z a PL MC IL
pv �� o-D O1 mO> Dv 20 40 60 80
C7 <z W U z w Q El CONTENT(%)ID
0 0- 20 40 60 80
Gray Sand X
SS 1-1-2
(3)
Dark Brown Sand X SS 4-5-5
(10)
0_ 4-5-6
X SS (11)
4-3-4
z X SS (7)
0- - Brown Sand \J
10 X SS 3-3-3
(6)
w
z_
J_-
N
M
N_ Gray Slightly Silty Sand \ 6-6-7
/
15 X SS (13)
> Bottom of borehole at 15.0 feet. /\
W
2
0)
0
O
0
N
0)
Ui
W
LL
2
U)
m
U)
i0
0
7
0
0)
F-
z
z
0
v)
0
0
a
x
m
0
0
W
0
O
w
KSM Engineering&Testing BORING NUMBER B-23
KSM P.O. Box 78-1377
Sebastian,F L 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax: (772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 12/14/22 COMPLETED 12/14/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample V AT TIME OF DRILLING 2.4 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING —
w o w • ♦SPT N VALUE
_U � r_ co CC] w 20 40 60 80
O m wo �Z-= 0 ~� PL MC LL
o-x 0 O MATERIAL DESCRIPTION _1 g >0 O Q O Z n I • I
o`er J o O . mO> " 20 40 60 80
Q z
w O z Z ❑FINES CONTENT(%)0
cn w 0
0 0- 20 40 60 80
Dark Gray Sand XX
SS 1(12)1
- SS (4)2-2-2
5 Light Gray Sand
0 X
4-6-6
0: SS (12)
X SS (10)
0 10 X SS 7-9-8
T_
- Gray Slightly Clayey Sand SS 4-3-3
15 (6)
0 Bottom of borehole at 15.0 feet.
w
ti
a)
0
0
0
0
a)
Ui
W
LL
2
N
rn
io
0)
0
0)
U)
a
0
F-
a)
I-
z
0
F-
0
a
x
m
x
0
W
0
O
al
KSM Engineering&Testing BORING NUMBER B-24
KSMP.O.Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax: (772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 11/22/22 COMPLETED 11/22/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample SZ.AT TIME OF DRILLING 2.7 ft
LOGGED BY SH/NV CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING
w o w • ♦SPTN VALUE A
U r cow w 20 40 60 80
O MATERIAL DESCRIPTION J >d p Q O Z u PL IL
� o-D O m O> - - 20 40 60 80
0
z U z w
Q ❑FINES CONTENT(%)❑
0 0- 20 40 60 80
Gray Sand with Root X
_ _`i SS 1(1)1
Q Brown Sand X
SS 1-0-0
a_ xl SS 0-0-3
- XSS
v (3)
4-5-6
z •
0 XSS 78-10
(18)
W _
Brown Clayey Sand �l ,r
N- - SS 4-4-3
•E 15 :. (7)
> Bottom of borehole at 15.0 feet.
w
W
U)
)
N
U
0
0
N
N
W
LL
U)
c)rn
0
QI
N
O
H
N
Z
0
N
O
d
m
U
W
0
O
w
C7
KSM Engineering&Testing BORING NUMBER B-25
KSM P.O. Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 11/21/22 COMPLETED 11/21/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample . AT TIME OF DRILLING 3.3 ft
LOGGED BY NV/MH CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING --
w o w • ASPTNVALUEA
U °m >- cn w w 20 40 60 80
� 0 m Tiro �zE, 2 �� PL MC LL
o Z Q O MATERIAL DESCRIPTION J 2 >a O < z a
�� o O� mO> � - 20 40 60 80
NZ 11-1 U z W Q El FINES CONTENT(%)0
0 0- 20 40 60 80
Brown Sand
_ X SS1 1 1(2)
X
_ SS 211
(2)
1 \L
a _ \/X SS 2-2-3
/ \ (5)
Xss 346
Light Brown Sand (10)
a
1 0 X SS 4-4-4
J_ _
Brown Clayey Sand 3-3-4
E 15 : `[% X SS (7) 1
> Bottom of borehole at 15.0 feet.
Ui
cn
U)
0
0
0
N
w
w
U.
rn
N
CC
❑
CC
❑
F-
U)
F.
0)
F-
0
a
x
co
x
U
w
F—
O
w
0
KSM Engineering&Testing BORING NUMBER B-26
KSM P.O. Box 78-1377
Sebastian,FL 32978
PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 12/14/22 COMPLETED 12/14/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample _ V AT TIME OF DRILLING 1.3 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING —
w o w • ASPTNVALUEA
_o }_ cn w w 20 40 60 80
I--. 10 m wo z. 2 t , PL MC LL
w v Q O MATERIAL DESCRIPTION _1 2 >C7 O p< O z " ► • 1
n-D O .cr co O> II D - 20 40 60 80
O Q z w O z z ❑FINES CONTENT(%)0
co (Y w o
0 0- 20 40 60 80
o.:•".:: Dark Gray Sand with Roots \/
- -: s.a.. — X SS 1-1-1
(2)
\/ SS 1-2-2
- - Gray Sand A (4)
a.
• 5 o
X
a SS 3-4-4
(8)
03
X
SS 5-6-6
(12)
z
_
6-6-8
10 Dark Gray Sand SS (14) . .K
w
z -
0
co
Gray Slightly Clayey Sand SS 1 2 1 X
w 15 rc
J'•
O
O _tr. Light Gray Sand with Shell SS 9-10-10
w 20 :o'.' . (20)
Bottom of borehole at 20.0 feet.
0
m
6
N
N
m
N
N
0
0
0
¢m
J
CO
7
0
I—
to
r-
z
0
u)
1-
0
J
a
I
I
0
w
F
0
w
0
KSM Engineering&Testing BORING NUMBER B-27
KSM S Box 78-1377
basstian,FL 3 978
PAGE 1 OF 1
Tel:(772)-589-0712
Fax: (772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 11/21/22 COMPLETED 11/21/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample AT TIME OF DRILLING 3.3 ft
LOGGED BY NV/MH CHECKED BY CCC AT END OF DRILLING ---
NOTES See Attached Location Plan AFTER DRILLING --
w o w
ASPTNVALUEA
O >- w w 20 40 60 80
r� =O ~m wo z 2 ~� PL MC LL
0 MATERIAL DESCRIPTION >O 0 D¢ O Z Q
o o cc
•
-D OS m0> �" 20 40 60 80
<Z U z Z Q O FINES CONTENT(%)❑
0
20 40 60 80
Gray Sand X
- - — SS 1-2-3
Brown Sand (5)
SZ XSS 222
(4)
a X SS 2-3-4
co / \ (7)
X
SS4-5-5z Light Brown Sand (10)
•Q X
4-4-4
10 SS (8)
cn
o ` Brown Clayey Sand
SS 3-4-4 A
E 15 (8)
> Bottom of borehole at 15.0 feet.
CO
w
CO
N
O
O
❑
CO
N
W
w
CO
rn
N
CO
❑
F-
CO
Z
CO
F-
0
a
m
x
O
W
0
O
w
KSM Engineering&Testing BORING NUMBER B-28
KSM P.O. Box 78-1377
Sebastian,FL 32978
PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 11/21/22 COMPLETED 11/21/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample sz AT TIME OF DRILLING 4.2 ft
LOGGED BY NV/MH CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
w o w
• ASPTNVALUEA
= U > _ cn w w 20 40 60 80
wo z� H� PL MC LL
0 -0 MATERIAL DESCRIPTION _1 g >0 O Q O z a I • I
o �� o O� m O> � - 20 40 60 80
Q z w ? z ❑FINES CONTENT(%)❑
Cn w o
0 0- 20 40 60 80
Dark Gray Sand X
SS 1-1-1
•
Brown Sand (2)
\/ 2-4-4
- - Q X SS (8)
5 /\\
SS 3-4-5
X (9)
• X SS8-89
(17)
10 X SS 8-9-10
F (19)
w
z
J
O
N
Brown Clayey Sand X
SS 2-3-3
E 15 (6)
> Bottom of borehole at 15.0 feet.
Ui
w
ti
N
U
0
❑
N
N
W
LL
rn
C0
N
T
N
U
7
F-
U)
F-
z
Co
C-
O
a
m
U
W
0
O
w
0
KSM Engineering&Testing BORING NUMBER B-29
KSMP.O. Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 11/21/22 COMPLETED 11/21/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample Q AT TIME OF DRILLING 5.3 ft
LOGGED BY NV/MH CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING --
o • A SPT N VALUE A
w .e.g
U o o r cn w w 20 40 60 80
o-O MATERIAL DESCRIPTION CO ILI>a 0 Q 0 z 0- PL • LL
pv �— o-� O . al F- 20 40 60 80
0 <Z 1-1-10? w ❑FINES CONTENT(%)❑
0 , o_ 20 40 60 80
Gray Sand X
SS 2-3-3
Brown Sand X
(6)
_ SS 2-2-2
(4)
X
_ • • SS 2-3-4
X SS 4-4-5
/y (9)
11101
XSS 44/ \ ( )•
ffBrown Clayey Sand
• 4-4-4Xss (8)
Bottom of borehole at 15.0 feet.
cc
W
m
CI)
Y_
U)
0
0
U)
w
W
LL
2
LU
Y
Oo
co
CO
N
N
N
m
U)
0
C-
U)
F-
z
c0
U)
0
0
a
m
U
W
0
O
w
KSM Engineering&Testing BORING NUMBER HA-01
KSMP.O. Box 78-1377 PAGE 1 OF
Sebastian,FL 32978
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 11/23/22 COMPLETED 11/23/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD AT TIME OF DRILLING ---4"of Standing Water
LOGGED BY RC/MH CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING --
• A SPT N VALUE A
o > co Cu- w 20 40 60 80
d a 0 MATERIAL DESCRIPTION m � p Z< O z 0 PL MC LL
pv �-' o-� O� co> a 20l 40 60 I80
0 <z I U Z w 0 ❑FINES CONTENT(%)❑
0 a 20 40 60 80
Dark Gray Slightly Silty Sand with Organics(Muck) 7
Light Gray Sand 30
- - 30
35
40
5
0 Brown Sand 40
CO Bottom of borehole at 6.0 feet.
oh
N
O
6
K
LU
W
O
O
ry
LL
se
Y
rn
N
N
❑
O
a
CO
W
O
KSM Engineering&Testing BORING NUMBER HA-02
KSMP.O. Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 11/23/22 COMPLETED 11/23/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD SL AT TIME OF DRILLING 1.3 ft
LOGGED BY RC/MH CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
w o w • ASPTNVALUEA
= U r cn w w 20 40 60 80
~a a L
0 MATERIAL DESCRIPTION J >0 O < p Z PL • I
pv �J �z O . mOZ w }g 20 40 60 80
< v w ❑FINES CONTENT(%)❑
0 0 20 40 60 80
Dark Gray Silty Sand with Organics 8
AAA Light Gray Sand 30
- - 30
35
35
5
Brown Slightly Silty Sand 39
Bottom of borehole at 6.0 feet.
z
0
0
c-
0)
w
w
0
U)
rn
cn
N
ci
>
>
w
W
N
U)
N
0
0
0
❑
N
ci
N
W
LL
2
N
W
N
NN
N
m
U)
F-
U)
I-
z
V)
F-
0
a
m
0
U
w
0
O
w
C7
KSM Engineering&Testing BORING NUMBER HA-03
KSM P.O. Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax: (772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 11/23/22 COMPLETED 11/23/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD SZ AT TIME OF DRILLING 1.7 ft
LOGGED BY RC/MH CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
w o w • ASPTNVALUEA
} cn w ALL'
20 40 60 80
wO MATERIAL DESCRIPTION L j 0 Q z n I MC PL I
O z O s 0,0 Z w } 20 40 60 80
Q w Z Ct ❑FINES CONTENT(%)❑
cq w 0
0 0 20 40 60 80
Dark Gray Silty Sand with Organics
- 29
Light Gray Sand
30
•- 30
Brown Slightly Silty Sand 25
a' S •
35
a
CO Bottom of borehole at 6.0 feet.
Z
Q
w
W
1
Z
0
U)
0)
a.
W
1
a
W
N
N
a
0
0
0
a)
Ui
W
LL
2
N
O)
N
N
N
0
0
0
m
5
a)
a
I-
U)
Z
a)
0
a
CO
x
0
W
0
O
w
KSM Engineering&Testing BORING NUMBER HA-04
KSMP.O. Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 11/23/22 COMPLETED 11/23/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD AT TIME OF DRILLING 1.6 ft
LOGGED BY RC/MH CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
w o w ASPTNVALUEA
a.
v > cn w w 3 20 40 60 80
~ o_O MATERIAL DESCRIPTION w m >C01 O Q O z chi PL •
IL
tch �J Q-D O� m O> � 20 40 60 80
0 z W UZ w >-
0 < d ❑FINES CONTENT(%)ci) ❑
20 40 60 80
Dark Gray Slightly Silty Sand with Some Organics-
Light Gray Sand 30
- - 35
35
35
5
0 Brown Slightly Silty Sand 35
Bottom of borehole at 6.0 feet.
N
0
0
F-
w
w
z
0
N
N
W
1
W
U,
fn
N
0
O
0
Ui
w
2
co
CO
F
0
0
m
co
0
0
H
U)
H
H
0
a
In
F-
0
W
0
O
w
KSM Engineering&Testing BORING NUMBER HA-05
KSM SebaBoan,F L 32978 1377
PAGE 1 OF 1
Tel:(772)-589-0712
Fax: (772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 11/23/22 COMPLETED 11/23/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD SZ AT TIME OF DRILLING 1.4 ft
LOGGED BY RC/MH CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING ---
w a w • ASPTNVALUEA
v r cn w w 20 40 60 80
wQ O MATERIAL DESCRIPTION >0 O D< z Q I • I
p o-D O . mO> F D'-' 20 40 60 80
c_O z W O Z w >-
0 < aZw. ❑FINES CONTENT(%)❑
o ,� 20 40 60 80
Dark GraySiltySand with Traces of Roots 8
- ` n 32
Light Gray Sand
- 43
46
- • Brown Slightly Silty Sand 44
a.
49
Bottom of borehole at 6.0 feet.
N
ry
z
0
H
0
U)
Ui
w
z_
0
Ui
W
1
W
N
U)
N
Co
O
0
0
N
C)
N
W
T.
U)
fD
H
0
0
m
N
0
H
U)
H
z
v)
H
0
a
m
O
w
H
O
0
O
KSM Engineering&Testing BORING NUMBER HA-06
KSM P.O.SebaB�an,F L 32978 1377
PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 11/23/22 COMPLETED 11/23/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD SZ AT TIME OF DRILLING 1.2 ft
LOGGED BY RC/MH CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING ---
w a w • ASPTN VALUE A
U o r cn w w 20 40 60 80
a a 0 MATERIAL DESCRIPTION w m w z< p — PL MC LL
w
o QJ > Jam¢ n I •
p - 0 m O> F- 20 40 60 80
O 2z W Oz W )-
< W ❑FINES CONTENT(%)❑
0 a. 20 40 60 80
° Dark Gray Silty Sand with Traces of Roots 8
e f'1.P SZ 34
Light Gray Sand
40
40
Brown Slightly Silty Sand 43
5 47
m Bottom of borehole at 6.0 feet.
rycN
O
LU
W
1
rn
LU
W
Ui
W
U)
N
U)
O
0
0
N
ci
0)
LL
2
rn
N
H
0
ci
[L
U)
D
D
F-
CI)
H
Z
N
F
O
J
a
x
m
0
w
0
O
w
U
KSM Engineering&Testing BORING NUMBER HA-07
KSMP.O. Box 78-1377
Sebastian, FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 11/23/22 COMPLETED 11/23/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD VAT TIME OF DRILLING 2.8 ft
LOGGED BY RC/MH CHECKED BY CCC AT END OF DRILLING ---
NOTES See Attached Location Plan AFTER DRILLING --
W o w ASPTNVALUEA
O } cn 1-1w 20 40 60 80
Q a 0 MATERIAL DESCRIPTION J >a p Q p z PL � LL
ICI o_D Ocr mo> - D n 20 40 60 80
U <z W U z W Q CI CONTENT(%)❑
0 a 20 40 60 80
Dark Gray Silty Sand with Organics(Muck) 6
-
Light Gray Sand 34
37
SZ
- - 39
- 42
5
Brown Silty Sand 46
a
Bottom of borehole at 6.0 feet.
z
z
O
0
C-
U)
N
W
z_
O
U)
O1
M
O_
W
W
2
U)
0
0
N
W
W
co
co
rn
CD
io
0
m
5
U)
0
U)
F-
z
v)
C-
0
a
x
co
x
O
W
f
O
w
KSM Engineering&Testing BORING NUMBER HA-08
KSMP.O.Box 78-1377
Sebastian, FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 11/23/22 COMPLETED 11/23/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD -V.AT TIME OF DRILLING 2.8 ft
LOGGED BY RC/MH CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING ---
w o w ASPTNVALUEA
v r o w w 20 40 60 80
L
0-E 0 MATERIAL DESCRIPTION w CO w 0 9 z< p z I MC I
w— Q �2 > >Q n I • I
0 c- Q— O� o 0>z w ---- 20 40 60 80
0 < d o ❑FINES CONTENT(%)0
c.n20 40 60 80
Dark Gray Slightly Silty Sand with Some Organics 8
_ `° 29
Brown Sand
30
35
•
Light Brown Sand — 35
c 5 35
a
m Bottom of borehole at 6.0 feet.
0
N
z
z
O
0
U
f
Co
w
z_
0
N
O)
l7
f7
N
0
iC
w
w
U)
ti
N
0
O
0
h
Ui
w
LL
U)
N
N
0
m
U)
0
H
U)
F-
z
U)
H
0
a
x
m
x
O
w
0
O
w
0
KSM Engineering&Testing BORING NUMBER HA-09
KSM P.O. Box Sebasst an78 L 32978 1377
PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 11/23/22 COMPLETED 11/23/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD SZ AT TIME OF DRILLING 1.2 ft
LOGGED BY RC/MH CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING --
w o w • ASPTNVALUEA
U } w w 20 40 60 80
1— —0w �o ~❑ z PL MC LL
w -O MATERIAL DESCRIPTION _1 2 >Cl O Q Q I •
o 0-0 O .
m0> 1— ❑� 20 40 60 80
C0 2z 0 Oz w r
< w El FINES CONTENT(%)co fx ❑
0 0- 20 40 60 80
Dark Gray Silty Sand with Some Organics 8
- =-SZ 8
- ___ 9
n Dark Gray Sand with Organic Debris 29
A e.4 30
Brown Sand,Slightly Silty
5 31
0
Bottom of borehole at 6.0 feet.
N
0
z
O
0
U)
a)
W
N
W
>
K
W
U)
U)
O
O
0
U)
U)
0
0
0
m
V)
0
co
co
v)
F-
0
a
CO
0
U
W
0
0
W
O
KSM Engineering&Testing BORING NUMBER HA-10
KSM P.O. Box 78-1377
Sebastian,F L 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax: (772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 11/23/22 COMPLETED 11/23/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD a AT TIME OF DRILLING 2.3 ft
LOGGED BY RC/MH CHECKED BY CCC AT END OF DRILLING ---
NOTES See Attached Location Plan AFTER DRILLING —
w o w ASPTNVALUEA
v r cn w w 20 40 60 80
— =C� w o p ~� �� PL MC LL
w Z o-O MATERIAL DESCRIPTION 03 >a O Q z a I • I
o-D O rr m O> D v 20 40 60 80
C5 2Z W OZ W >
0 < Z 0 FINES CONTENT(%)❑
20 40 60 80
Dark Brown Sand with Root 2U
30
20
45
Light Gray Sand
45
50
a
m Bottom of borehole at 6.0 feet.
m
O
01
W
N
U)
U)
U
O
0
ry
w
LL
2
csi
N
m
Z
0
O
c7
KSM Engineering&Testing BORING NUMBER HA-11
KSM P.O. 1377
Sebastian,Bx F FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 11/23/22 COMPLETED 11/23/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD SZ AT TIME OF DRILLING 5.2 ft
LOGGED BY RC/MH CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING --
w o w • ASPTNVALUEA
o r IC/2
w w 20 40 60 80
o-x °-O MATERIAL DESCRIPTION w m w a o z< z PL MC LL
o � LL.z OS MO> I- >- 20 40 60 80
Q w z 0 FINES CONTENT(%)❑
0 cn a o
20 40 60 80
Gray Sand ' lb
21
29
33
5
Brown Sand — 40
o Q Light Brown Sand 40
a
m Bottom of borehole at 6.0 feet.
Z
O
O
U)
UI
>
_J
B
O
l+I
O
LU
>
>
W
U)
N
N
0
0
0
U)
W
LL
2
to
O
O
H
❑
0
m
7
V)
U)
F-
z
B
v)
F-
a
m
U
w
0
O
w
KSM Engineering&Testing BORING NUMBER HA-12
KSM P.O. Box 78-1377
Sebastian,FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 11/23/22 COMPLETED 11/23/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD SZ AT TIME OF DRILLING 2.3 ft
LOGGED BY RC/MH CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING --
w o w • ASPTN VALUE A
O o > w w > 20 40 60 80
w Q m
O MATERIAL DESCRIPTION ± >0 O lcz I I
o- O cc O> F- 20 40 60 80
rn
<z w O z Z ❑FINES CONTENT(%)❑
cn D Lu
0 0- 20 40 60 80
Dark Gray Sand,Slightly Silty with Organics(Muck) 8
-
10
A• .A.SZ Light Gray Sand — 30
- - 35
- 50
a 5 50
0
a
Bottom of borehole at 6.0 feet.
0
N
0
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0
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KSM Engineering&Testing BORING NUMBER HA-13
KSM P.O. Box 78-1377
Sebastian, FL 32978 PAGE 1 OF 1
Tel: (772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 11/23/22 COMPLETED 11/23/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD SZ AT TIME OF DRILLING 2.0 ft
LOGGED BY RC/MH CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING --
w o w • ASPTN VALUE A
U ° w w 20 40 60 80
ifJ
Q O MATERIAL DESCRIPTION CO >O 0 D< 0 Z PL MC IL
p� J o O . m 0> � 20 40 60 80
Z LIJ
w ? Z ❑FINES CONTENT(%)❑
cn w
0 0- 20 40 60 80
Dark Gray Silty Sand with Organics(Muck) 8
Brown Sand- 28
30
35
- - 35
5
0 Light Brown Sand 35
n •
Bottom of borehole at 6.0 feet.
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KSM Engineering&Testing BORING NUMBER HA-14
KSM P.O. Box 78-1377
Sebastian, FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 11/23/22 COMPLETED 11/23/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD SZ AT TIME OF DRILLING 4.5 ft
LOGGED BY RC/MH CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
LIJ
cC A SPT N VALUE A
U > o w ij 20 40 60 80
Q O MATERIAL DESCRIPTION 11.103 >0 p D Q p Z a PI L MC IL
p LLD O� mO> F- �" 20 40 60 80
<z U U z w 0 ❑FINES CONTENT(%)❑
0 d 20 40 60 80
"::: Gray Sand with Traces of Root 78
29
�:. 30
P
Brown Sand 37
40
• SZ Light Brown Sand
0 5 40
a
Bottom of borehole at 6.0 feet.
0
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❑
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KSM Engineering&Testing BORING NUMBER HA-15
KSM S bas ian FL 32978 8-1377
PAGE 1 OF 1
Tel:(772)-589-0712
Fax: (772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 11/23/22 COMPLETED 11/23/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD 2 AT TIME OF DRILLING 5.2 ft
LOGGED BY RC/MH CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
w o w A SPT N VALUE A
_U r_ <n w w 20 40 60 80
� =�7 m wo zD �� PL MC LL
o- O MATERIAL DESCRIPTION >C7 O < O Z n I •
Lu J o D O� mO> 20 40 60 80
Q z w ? Z ❑FINES CONTENT(%)❑
cn w o
0 0_ 20 40 60 80
c. 1. Gray Sand with Buried Debris 41
J :1a 40
�' • ' 38
Dark Brown Sand
- 43
Brown Sand 46
'a 5 SZ 47
o
Bottom of borehole at 6.0 feet.
0
0
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0
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N
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KSM Engineering&Testing BORING NUMBER PB-1
KSM P.O. Box8-1377
Sebastian,FL 32978
PAGE 1 OF 1
Tel:(772)-589-0712
Fax:(772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee,Florida
DATE STARTED 12/13/22 COMPLETED 12/13/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample Q AT TIME OF DRILLING 1.0 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING --
NOTES See Attached Location Plan AFTER DRILLING —
w o w
A SPT N VALUE A
a.
U cn w w 3 20 40 60 80
0 0 MATERIAL DESCRIPTION J >0 p Q Z PL • LL
ov � MOO� mO> 20 40 60 80
O Q Z U? w ❑FINES CONTENT(%)D
0 a. 20 40 60 80
Dark Gray Silty Sand with Organics(Muck)
- Gray Sand,Slightly Silty 1-1-2
XSS1)4
Light Gray Sand (3)
- .. X
SS 6-9-5
(14)
Grayish Brown Silty Sand \/
ax SS 4-3-3
/ ` (6)
• X SS33-4
(7)
- \ ,
10 .: X SS 3-3-3
(6)
- Gray Slightly Clayey Sand X
SS 4(7)3 A
XSS3���415 Light Gray Slightly Silty Sand \�
cc
X I SS 3-4-3 A
- - /V (7)
2
_
U - SS 4(5)2
SS 338
W 20 Gray Sand with Shell ( )
LL Bottom of borehole at 20.0 feet.
2
N
OI
N
0
m
0
I
Z
0
0
a
U
W
0
O
w
c�
KSM Engineering&Testing BORING NUMBER PB-2
KSMS Box 78-1377
basstian, FL 32978 PAGE 1 OF 1
Tel:(772)-589-0712
Fax: (772)-589-6469
CLIENT Workspace Collective PROJECT NAME 1000 State Road 70
PROJECT NUMBER 2210339-b&p PROJECT LOCATION Okeechobee, Florida
DATE STARTED 12/15/22 COMPLETED 12/15/22 GROUND ELEVATION HOLE SIZE inches
DRILLING CONTRACTOR GROUND WATER LEVELS:
DRILLING METHOD Split Spoon Sample -V AT TIME OF DRILLING 2.4 ft
LOGGED BY DC/CW CHECKED BY CCC AT END OF DRILLING —
NOTES See Attached Location Plan AFTER DRILLING —
w o w A SPT N VALUE A
0 o r u w w 20 40 60 80
~ o O MATERIAL DESCRIPTION _1 2 >0 9 m< z n PL MC IL
ox
w v — o-D 030> ._ — 20 40 60 80
O Q z w U? Z ❑FINES CONTENT(%)0
cn w o
0 0- 20 40 60 80
Light Gray Sand
• 5-7-8
X SS (15)
•
X SS 10-12-10
/ (22)
5 Dark Gray Sand,Slightly Silty
4k)h.
a_ X
SS 8-5-5
Light Gray Sand (10)
ry XSS 5-6-6
(12)
6 10 X 6-7-8
SS
/\ (15)
X
o_ SS 5-2-2
`.: Gray Clayey Sand SS 8 15
-2-2
X
(4)
15 Gray Slightly Clayey Sand X 2-2-2
re SS (4)
_ 0 Light Gray Clayey Sand with Shell SS 1-1-1
8-12-29
co20 SS (41)
LL Bottom of borehole at 20.0 feet.
0
0
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LOCATION OF SOIL TESTING
PROJECT: 1000 State Road 70, Okeechobee, Florida
DRAWNSHEET 1 OF 2
PERMIT#: '�' C 1 ENGINEERING DESIGNED C.V.
C.C.C.PROJECT#: 2210339-b&p £1 I £VA AND TESTING DATE: 20221228
SCALE: NOT 22TO SCALE
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USDA SOILS SURVEY
6—Manatee loamy fine sand, frequently ponded, 0 to 1 percent slopes
11—Immokalee fine sand, 0 to 2 percent slopes
PROJECT: 1000 State Road 70,Okeechobee, Florida
Ille.SHEET 2 OF 2 401k
AN ENGINEERING DES GN BY. C.C.C,
PERMIT#:
PROJECT#: 2210339 soilslinkil i. .11.Vili AN D TEST1 N G SCALE:NOT TO SCALE