Bid PW 02-00-12-20 Engineering ReportsCity of Okeechobee
55 SE 3`a Avenue
Okeechobee, FL 34974
(863) 763-3372
SE 8th Drainage Project
Bid No. TW 02-00-12-20
City of Okee. Shop Drawing Review Form
Shop Drawing Submittal No. 1— Drainage Structures
Accepted
Accepted as Noted
Not Accepted
Amend and Resubmit
Review Not Necessary
Review and acceptance is only for conformance with design concept of the
Project and general compliances with the information given in the Contract
Documents. Contractar is responsible for dimensions, sizing, materials, and
compliance to be confirmed and correlated at the job site, for the information
that pertains solely to the fabrication processing or to techniques construction
and for coordination of the work of all trades. Review and acceptance does
not relieve the contractor from compliance with the contract drawings and
specifications.
Review�
Date: Z Z / 2021
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AMERICAN CONCRETE INCIUSTRIES, INC.
350 NORTH ROCK ROAD
FORT PIERCE, FLORIDA 34945
772-464-1187 � FAX (772) 595-9050
SE ST" STREET DRAINAGE IMPROVEMENTS
OKEECHOBEE, FLORIDA
ENGINEER: CITY OF OKEECHOBEE
CONTRACTOR: B& B SITE DEVELOPMENT, INC.
FEBRUARY 11, 2021
AMERICAN CONCRETE INCIUSTRIES� INC.
350 North Rock Road / Fort Pierce, Florida 34945
(772) 464 1187 fax (772) 595-9050
Two Extra #4 Bors �'
Each Side of Openinq� � �
A
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E.O.P.
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49,.
6" 37" 6"
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US Foundry #5106-6149
Valley �----- --�' ^--'-
#4 Bars
RL
2—#5 Hoop Bars
(2 Lop splices permitted)
30"0 Hole Up 9"
For 24" A-2000 Up 12"
A
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�_�_�� to Grade
;ontractor
#3 � 5Y2" O.C.E.W
_.. .�. ..
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Design Notes:
1. All concrete hos a minimum compressive
strength of 4000 psi ot 28 days.
2. Type II Cement.
3. Reinforcing steel is Grade 60 rebar or grade 65
WWR with 2" minimum cover unless noted otherwise.
Conforms with Index 425-001 and 425-052.
4. Lifting holes taper from 2 1/2"0� to 2"m.
5. All pipe openings sholi receive 1— extra #4
bar eoch side & obove pipe opening. Bars to have
1 1/2" min. hole clearonce. Side bars to overlap
top bars 3" min. Top bar to overlop side bors min.
6". Corner holes shall hove 4 extra #4 bars above
the hole (continuous around corner evenly spaced).
Tie to the outside of vertical woil reinforcement.
#3 � 5YZ" O.C. Horizontal
#4 � 12" O.C. Vertical
or Equal (6'-10')
„�
Grate: 21.10
N. Inv: —
S. InV: —
E. Inv� 16.10
W. I n v: —
Bottom: 15.10
S—� Weight—Top Slab:
TYPE "D" INLET Base:
(6'-10')
SE 8TH Street Drainage
Improvements
Okeechobee
1,500 ibs
6,500 Ibs
Section A—A
AMERICAN CONCRETE INdU5TR1E5� INC.
350 North Rock Road / Fort Pierce, Florida 34945
(772) 464 1187 fax (772) 595-9050
Two Extra #4 Ba
Eoch Side of Ooenir
49"
6" 37" 6"
_ �30"a Hole Up 9"
For 24" A-2000 Up 12"
A
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E.O.P.
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2—#5 Hoop Bars
(2 lap splices permitted)
A
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30"Or Hole Up 9"
For 24" A-2000 Up 12"
*Note: North invert provided, no pipe
shown or identified. If required please
provide size and type pipe.
US Foundry #5106-6149
Valley Frame and Grate
22"X44"
3" CL.
Back
,
30"4�
Brick to Grade
By Contractor
�#3 � 5YZ" O.C.E.W
U �
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�4 Bars @ 11" O.C.E.W.J
RL Section A—A
/�3 C� 5Y" O.C. Horizontol
#4 @ 12" O.C. Verticol
or Equal (6'-10')
30"�
Grate: 21.10
N. Inv: 16.10*
S. Inv: 16.10
E. Inv: 16.10
W. Inv: —
Bottom: 15.10
S-2 Weight—Top Slab:
- � TYPE "Q" INLET Base:
� (6'-10')
SE 8TH Street Drainage
Improvements
Okeechobee
Design Notes:
1. All concrete has a minimum
compressive strength of 4000 psi at 28
days.
2. Type II Cement.
3. Reinforcing steel is Grade 60 rebar or
grade 65 WWR with 2" minimum cover
unless noted otherwise. Conforms with
Index 425-001 and 425-052.
4. Lifting holes taper from 2 1/2"� to
2"�.
5. Ali pipe openings shall receive 1—
extra �4 bar each side & obove pipe
opening. Bars to have 1 1�2�� min. hole
clearonce. Side bars to overlop top bars 3"
min. Top bar to overlap side bars min. 6".
Corner holes sholl have 4 extra ,�4 bars
above the hole (continuous around corner
evenly spaced). Tie to the outside of
vertical woll reinforcement.
1,500 Ibs
6,100 Ibs
AMERICAN CONCRETE INdU5TR1E5� INC.
350 North Rock Road / Fort Pierce, Florida 34945
(772) 464 1187 fax (772) 595-9050
Two Extro #4 Ba
Each Side of Openir
A
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E.O.P.
ro �
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49"
6" 37" 6"
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US Foundry #5106-6149
Valley Frame and Grate
22"X44"
3" CL.
U
N
#4 Bors � 11" O.C.E.W.
Section A—A
Brick to Grade
By Contractor
/�3 C� 5Y2" o.c.E.w
#4 � 12" O.C.E.W.
�Or Equal (0'-6')
24"D
2—#5 Hoop Bars
(2 Lap splices permitted)
24"0 Hole Up 9"
For 18" A-2000 Up 12"
A
� �
Grate: 21.50
N. Inv: —
S. Inv: —
E. Inv: 18.00
W. Inv: —
Bottom: 17.00
S—�j Weight—Top Slab:
- � TYPE "D" INLET Base:
� (0'-6')
SE 8TH Street Drainage
Improvements
Okeechobee
�.. .i• i ..
.. -� . .�.
Design Notes:
1. All concrete has a minimum compressive
strength of 4000 psi ot 28 days.
2. Type II Cement.
3. Reinforcing steel is Grade 60 rebar or grade 65
WWR with 2�� minimum cover unless noted otherwise.
Conforms with Index 425-001 and 425-052.
4. Lifting holes taper from 2 1/2"0 to 2"�.
5. All pipe openings shall receive 1— extra #4
bor eoch side & above pipe opening. Bars to have
1 1/2" min. hole cleorance. Side bars to overlap
top bars 3" min. Top bar to overlap side bars min.
6". Corner holes shall have 4 extro ��4 bars above
the hole (continuous around corner evenly spaced).
Tie to the outside of vertical wall reinforcement.
1,500 Ibs
4, 800 I b s
AMERICAN CONCRETE INdU5TR1E5� INC.
350 North Rock Road / Fort Pierce, Florida 34945
(772) 464 1187 fax (772) 595-9050
Two Extra #4 Bars
Each Side of Openinq� �
49„
6" 37" 6"
30"m Hole Up 9"
For 24" A-2000 Up 12"
\ �� � � 2—#5 Hoop Bars
r- �— — y—� (2 Lap splices permitted)
A
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A
�
:... .�. ..
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30"0 Hole Up 9"
For 24" A-2000 Up 12"
For 18" A-2000 Up 35'�
*Note: North invert not provided.
Elevation 16.10 used. Please odvise.
Plan View
24"� Hole Up 32"
US Foundry #5106-6149
V011ey Fr�mP �.�.� r`�..+o
E.O.P.
�
�IN
24"G
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#4 Bars
RL
_R•;^i< to Grade
:ontractor
#3 � 5Yz" O.C.E.W
#3 C�? 5Y2" O.C. Horizontal
#4 � 12" O.C. Vertical
or Equal (6'-10')
Design Notes:
1. All concrete has a minirnum
compressive strength of 4000 psi ot 28
days.
2. Type II Cement.
3. Reinforcing steel is Grade 60 rebar or
grade 65 WWR with 2" minimum cover
unless noted otherwise. Conforms with
Index 425-001 and 425-052.
4. Lifting holes taper from 2 1/2"� to
2"ro.
5. All pipe openings shall receive 1—
extra #4 bar each side & above pipe
opening. Bars to have 1 1/2" min. hole
cleorance. Side bors to overlap top bars 3"
min. Top bar to overlap side bars min. 6".
Corner holes shall have 4 extra #4 bars
obove the hole (continuous around corner
evenly spaced). Tie to the outside of
vertical woll reinforcement.
Grate: 21.50
N. Inv: 16.10*
S. Inv: 16.10
E. Inv: —
W. Inv: 18.00
Bottom: 15.10
S-4 Weight—Top Slab
TYPE "D" INLET Base
(6�-10')
�E 8TH Street Drainage
Improvements
Okeechobee
1,500 Ibs
6,400 Ibs
Section A—A
AMERICAN CONCRETE INdUSTRIES� INC.
350 North Rock Road / Fort Pierce, Florida 34945
(772) 464 1187 fax (772) 595-9050
Two Extra #4 Ba
Each Side of Openir
A
L
�
49"
6.� 3�„ 6,�
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Design Notes:
1. All concrete has a minimum compressive
strength of 4000 psi at 28 days.
2. Type II Cement.
3. Reinforcing steel is Grade 60 rebar or grade 65
WWR with 2�� minimum cover unless noted otherwise.
Conforms with Index 425-001 and 425-052.
4. Lifting holes taper from 2 1/2"� to 2"0�.
5. All pipe openings shall receive 1— extra #4
bar eoch side & above pipe opening. Bors to have
1 1/2" min. hole clearonce. Side bars to overlop
top bars 3" min. Top bar to overlap side bars min.
6". Corner holes shall have 4 extra #4 bars obove
the hole (continuous around corner evenly spoced).
Tie to the outside of vertical woll reinforcement.
E.O.P,
�
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�-IN
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RL
US Foundry /�5106-6149
Valley Frame ond Grate
#4 Bars � 11" o.C.E.W.J
Section A—A
2—#5 Hoop Bors
(2 Lap splices permitted)
24"0 Hole Up 9"
For 18" A-2000 Up 12"
A
� J
Brick to Grade
By Contractor
�#3 � 5Y2" O.C.E.W
#4 � 12" O.C.E.W.
/_Or Equol (0'-6')
24"�b
Grate: 21.20
N. Inv: —
S. Inv: —
E. Inv: 17.70
W. Inv: —
Bottom: 16.70
S—�j Weight—Top Siab: 1,500 Ibs
� TYPE "D" INLET Base: 4,800 Ibs
n (0'-6')
SE 8TH Street Drainage
Improvements
Okeechobee
A
�
AM ERICAN CONCRETE I Nd USTRI ES� I NC.
350 North Rock Road / Fort Pierce, Fiorida 34945
(772) 464 1187 fax (772) 595-9050
Two Extra #4 Bars
Each Side of Openinq, �
e
�I �
�
49"
6" 37" 6"
30"4 Hole Up 9"
For 24" A-2000 Up 12"
\ �� � � 2—#5 Hoop Bars
r- s— — -�- � (2 Lap splices permitted)
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�"'30"0 Hole Up 9"
For 24" A-2000 Up 12"
Plan Vew �.
24"0 Hole Up 28"
For 18" A-2000 Up 31"
*Note: Grote elevation not provided.
Elevotion 21.20 used. Please advise.
US Foundry #5106-6149
Valley F�^•^� ^^�+ r_..,ro
E.Q.P.
�
�-IN
24"�
�
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#a ea�s
RL
�Rrir4 to Grade
;ontroctor
#3 � 5YZ" O.C.E.W
#3 � SY" O,C. Horizontal
#4 � 12" O.C. Vertical
or Equal (6'-10')
Design Notes:
1. All concrete has a minimum
compressive strength of 4000 psi at 28
days.
2. Type II Cement.
3. Reinforcing steel is Grade 60 rebar or
grade 65 WWR with 2" minimum cover
unless noted otherwise. Conforms with
Index 425-001 and 425-052.
4. Lifting holes toper from 2 1/2"� to
2"�.
5. All pipe openings shall receive 1—
extro /{4 bar each side & above pipe
opening. Bors to have 1 1/2" min. hole
clearance. Side bars to overlap top bors 3"
min. Top bar to overlap side bars min. 6".
Corner holes shall have 4 extra #4 bars
above the hole (continuous around corner
evenly spaced�. Tie to the outside of
vertical wall reinforcement.
Grate: 21.20*
N. inv: 16.10
S. Inv: 16.10
E. Inv: —
W. Inv: 17.70
Bottom: 15.10
S-6 Weight—Top Slab
?YPE "D" INLET Base
(6'-10')
�E 8TH Street Drainage
fmprovements
Okeechobee
1,500 Ibs
6,000 Ibs
Section A—A
29 1 /4
53 1 /2
5 1 /4
19 1 /2
- 46
NOTES:
1- MATERIAL:
2- FRAME WT:
3- GRATE WT:
1/2
ASTM-A48 CLASS 35B GRAY IRON.
350 LBS. APP. PER SET.
240 LBS. APP. PER SET.
3/4
29 1 /4
22 22
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ONE PIECE
GASKET
INDEXING
1 VALLEY
SCOPE
4" THRU 10" DIAMETERS = 12'-6"
12" THRU 36" DIAMETERS = 22'-0 OR 14'-0"
NOMINAL AVERAGE AVERAGE PIPE MINIMUM
DIAMETERS �'�' O.D. (BELL) AVERAGE STIFFNESS FLATTENING
(IN.) �S��N �T� (IN.) I.D. (IN.) (PSI) ��)
4 4.3 4.9 3.9 46 40
6 6.4 6.9 5.9 46 40
8 8.6 9.3 7.9 46 40
10 10.8 11.7 9.8 46 40
12 12.8 13.9 11.7 46 40
15 15.7 16.9 14.3 46 40
18 19.2 20.6 17.6 46 40
21 22.6 24.6 20.7 46 40
24 25.6 27.9 23.5 46 40
30 32.2 35.1 29.5 46 40
36 38.7 42.3 35.5 46 40
THIS SPECIFICATION INCLUDES MATERIALS, TEST METHODS AND INSTALLATION REQUIREMENTS FOR 4 TO 36-INCH DIAMETER
POLYVINYL CHLORIDE (PVC) CORRUGATED PIPE WITH A SMOOTH INTERIOR. THE REQUIREMENTS OF THIS SPECIFICATION ARE
INTENDED TO PROVIDE PIPE AND FITTINGS SUITABLE FOR UNDERGROUND USE IN NON-PRESSURE APPLICATIONS SUCH AS
SANITARY SEWERS, STORM SEWERS, DRAINAGE AND UNDERDRAINS.
PIPE
PVC CORRUGATED PIPE WITH A SMOOTH INTERIOR SHALL CONFORM TO THE REQUIREMENTS OF ASTM DESIGNATION F949.
PIPE AND FITTINGS SHALL BE HOMOGENEOUS THROUGHOUT AND FREE FROM VISIBLE CRACKS, HOLES, FOREIGN INCLUSIONS
OR OTHER INJURIOUS DEFECTS. PIPE SHALL BE MANUFACTURED TO 46 PSI STIFFNESS WHEN TESTED IN ACCORDANCE
WITH ASTM TEST METHOD D2412. THERE SHALL BE NO EVIDENCE OF SPLITTING, CRACKING OR BREAKING WHEN THE PIPE
IS TESTED PER ASTM TEST METHOD D2412 IN ACCORDANCE WITH ASTM F949 SECTION 7.5 AND ASTM F794 SECTION 8.5.
THE PIPE SHALL BE MADE OF PVC COMPOUND HAVING A MINIMUM CELL CLASSIFICATION OF 12454 AS DEFINED IN ASTM
SPECIFICATION D1784.
FI TTI N GS:
ALL FITTINGS FOR PVC CORRUGATED SEWER PIPE WITH A SMOOTH INTERIOR SHALL CONFORM TO ASTM F949, SECTION
5.2.3 OR F794, SECTION 7.2.4. TO INSURE COMPATIBILITY, THE PIPE MANUFACTURER SHALL PROVIDE ALL FITTINGS.
JOI N TS:
ALL JOINTS SHALL BE MADE WITH INTEGRALLY-FORMED BELL AND SPIGOT GASKETED CONNECTIONS. THE MANUFACTURER
SHALL PROVIDE DOCUMENTATION SHOWING NO LEAKAGE WHEN GASKETED PIPE JOINTS ARE TESTED IN ACCORDANCE WITH
ASTM TEST METHOD D3212. ELASTOMERIC SEALS (GASKETS) SHALL MEET THE REQUIREMENTS OF ASTM DESIGNATION
F477.
CONTECHID# 0000
� -``'''� THIS PRINT IS OWNED
� Aa�'� �CA�� BY CONTECH
�� � , �= � ���� CONSTRUCTION
� � .. � � � `� �7 PRODUCTS INC. AND
� COIVSTRUCIION PRODUCTS INC. MUST BE REfURNED
� 9025 CENTRE POINTE DRIVE, SUITE 400 UPON REQUE57. NOTTO
j WEST CHESTER, OHIO asoss BE COPIED.
PH: 1.800.338.1122 FAk: 513.645.J399
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A-2000 PVC DRAINAGE PIPE
PRODUCT SPECIFICATION
FOR (F949) PVC PIPE
(ENGLISH)
SCALE: N/A
DRAWNBY: FAM
DATE: 10/10/O8
REV. BY: -
DATE: -
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ENGINEERED SOLUTIONS
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A-2000TM PVC Pipe for Storm
Sewers and Drainage
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Drainage systems are required to meet muftiple criteria. The
choice of a particular material depends upon a number of
factors; however, the best choice is the one that yields the
best performance over the project life cycle.
Thermoplastic Storm Sewer and
Drainage Pipe
In recent years, the use of thermoplastic pipe for stormwater
drainage systems has gained wide acceptance—based
upon performance and economic advantages when
contrasted with more conventional drainage pipe materials.
There are
distinct differences between A-2000 Polyvinyl Chloride (PVC)
drainage pipe and other drainage pipes that can affect
overall pipe system performance.
Contech�A-2000 PVC Drainage Pipe:
Available in Diameters 4"-36"
and 14' or 22' lengths.
Originally developed in the early 1980's, A-2000 has
built an outstanding performance history that's setting the
standard for gravity flow, sanitary sewer applications. The
material advantages offered by PVC—plus the innovative,
double wall design with the unique, patented gasketed joint
system—makes A-2000 the ideal choice for stormwater
drainage systems. Now you can have all of the advantages
without the limitations of HDPE or reinforced concrete pipe.
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Campad A-2000 PVC profile is stable and not subjed
to local buckling like HDPE.
Strength
A-2000's PVC
compound
provides 6 times
greater long-term `
material stiffness as
compared to HDPE .
drainage pipe materials.
And A-2000 pipe, UNLIKE
HDPE drainage pipe, has a
minimum 46 pipe stiffness for ALL diameters.
Minimum Specified Pipe Stiffness (73°)*
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*Actual A-2000 pipe stiffness values are 50 psi
Better deflection control
When compared to other thermoplastic pipes on the market,
A-2000 stands up to the test. In fact, it comes out on top.
When installed in accordance with ASTM D2321 , A-2000
provides excellent shape control (performance).
The difference beiween effective pipe stiffness of
A-2000 and HDPE drainage pipe during construction on
a summer day can result in A-2000 being as much as 3
TIMES STIFFER. This significant stiffness advantage, com-
bined with PVC's lower strain sensitivity and temperature
sensitivity, means A-2000 can be installed with conventional
flexible pipe practice and not experience excessive shape
distortions.
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Heights of Cover
A-2000 PVC pipe can be us�d with 1 �oot of cover under high�n,ay
loading. Current AASI-ITO LRFD Design Methodology has requi«��I
all thermoplastic pipes to have a minimum height of cover of 2 feel
under pavement. This requirement was derived from a Minnesota DUT
Research Report (2005) that studied HDPE pipe performance under
highway loadinc�. The reporf Indicates significant thermal expansion of
HDPE pipe under shallow fills. PVC pipe was not incorporated in this
study, and it should b� not<:cl that HDPE experiences four tim�s more
thermal expansion than PV:.;.
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A comparison of cover heights using AASHTO design
methodology and H20 live loading for A-2000 and a major
� manufacturer-'s M294 HDP� n+ne <-re ;�;mmc�reze�l 4�.n!n��i.
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A-2000 vs. M294 HDPE (AASHTO Heights of Cover)
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PVC materials used in the manufacture of gravity flow pipe
offer excellent resistance to conventional corrosion and
abrasion. In fact, profile wall PVC pipe has been shown to
have better abrasion resistance than reinforced concrete
pipe in side-by-side laboratory testing at California State
University.
PVC and HDPE do noi provide equal long-term durability
performance. Under loading or localized tensile stress,
some grades of HDPE are subject to environmental stress
cracking—also known as slow crack growth. Exhibited
as premature rupture, this phenomenon can occur when
stressed HDPE plastics are attacked by a reagent (even storm
runoff) that causes cracking or rupture at stress levels well
below design performance expectations.
PVC pipe is not threatened by this rype of cracking. When
you consider durability and service life, A-2000 PVC far
exceeds the performance characteristics of HDPE drainage
pipe. (See the National Cooperative Highway Research
Program study conducted by Drexel University, March,
1999: "HDPE Pipe: Recommended Material Specifications
and Design Requirements".)
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A-2000 vs. Concrete Pipe
Thermoplastic pipes, w�rh smoother
interiors and fewer joints, reduce
resistance to flow and are hydraulicall,�
more efficient than conventional (i.�::.,
RCP) storm drainage pipe materials.
Flow testing conducred in 2002 by
the Utah Water Research Laboratory
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A-2000 PVC Pipe, with its inner wall formed ����� �`����`��
over a polishecl mandrel, has the lowest �£,;;
wall friction factor (Manning's "n" _.009� of any ;
thermoplastic pipe available and offers real advantages
compared to RCP (n =.O l 2- .O l 3j. This added efficiency
means A-2000 can be designed as a smaller and less
expensive pipe, with less excavation due to flatter pipe
slopes and less manhole/jund�l�,n h��x dep�h r.=�r,uir��ir�nt�_
A-2000 vs. HDPE Pipe
Hydraulic tests performed a� a rn�al�r �Jnitec, �� ,��::s ,A� �
Research Loboratory led researchers to conclude that H�;1='�
drainage pipe's "n" factor varied °depending upon the
smoothness of the liners" and °fhe bonding of the liner to
the corrugations made tlie pipe interior somewhat wavy."
Once installed, HDPE pipe walls are subject to local
buckling �NCHRP Report 438) and the measured waviness
increases wirh load. Using the method derived to estimate
the effective Mannii�g's "n" factor, Manning`s "n" values of
0.017-0.022 provide a more accurate representation of
HDPE's hydraulic efficiency when in-service and under load
A-2000 PVC pipe, with its engineered, stable profile,
is designed to NOT buckle.
�Fs�rn you're select�n� a sys�iem �iasec� ao-�
hydraulic efficiency, A-2000 PVC pipe far ��«��^-c^�^�
the perforera�r��p !fi�^�a ;�H�+�s �!� �?I4�D'� �v^�'
dr�sss�:a�e �
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The Need for Tight Joints
Storm sewers have always presented special needs for tight
jointing systems. Because of their function, they are subject to
rapidly changing flow levels. The sudden rise and fall of flow
levels leaves storm sewers susceptible to backfill migration
into the sewer unless tight joints are used. This loss of backfill
reduces the soil support of the pipe and causes settlement at
the surface. Where storm sewers are below the existing water
table, water tight joints are needed to prevent infiltration and
maintain storm sewer capacity.
A-2000's long, 22-feet lengths and soil/water tight joints
clearly make it the preferred choice with regard to system
tightness. In comparison, RCP has many joints—increasing
the opportunity for soil infiltration and settlement. And with
A-2000 you don't have to specify special jointing requirements
Watertight gasketed joints are standard with A-2000.
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Constant Stiffness Thermoplastic Pipe
1.0 PIPE: Polyvinyl Chloride (PVC) storm sewer/drain pipe
and fittings shall be manufactured and tested in accordance
with ASTM F949.
2.0 MATERIAL AND DESIGN: The structural design of
thermoplastic pipes shall be in accordance with AASHTO
LRFD titled: "Buried Structures and Tunnel Liners." To ensure
long-term design strength properties, PVC pipe shall be
manufactured from 12454 cell class material per ASTM
D1784. Pipe and fittings shall have a minimum pipe stiffness
of 46 Ibs./in./in., when tested in accordance with ASTM
D2412.
Handling and Installation
A-2000's easy handling weight and the availability of up
to 22-feet lay lengths often result in reduced labor costs and
more economical installation. Compared to heavy-weight and
short-length RCP, A-2000 can be installed with greater ease
and lower cost. And contrasted to HDPE, A-2000 has added
beam strength—which means better line and grade control,
increasing crew efficiency. Plus, A-2000 requires less trench
width, lowering excavation costs and speeding installation.
The Performance Choice
With the increasing demands on our drainage and storm sewer
systems, products designed and proven to provide the best
performance over the project life cycle are needed. A-2000
PVC drainage pipe offers all of the initial cost advantages
associated with thermoplastic pipe when compared with RCP
but without the performance limitations oF HDPE
drainage pipe. There's no reason to compromise
on performance—Selec+ A-S000 PVC: The Besf Sform
Sewer and Drainage Pipe on fhe Planef.
3.0 JOINING SYSTEM: Joints shall be an integral bell-
gasketed joint. When the joint is assembled, it shall prevent
misalignment of adjacent pipes and form either a soil
tight joint (2 psi hydrostatic test per AASHTO Standard
Specification for Highway Bridges) or a watertight joint (10.8
psi test per ASTM D3212 titled: "Standard Specification
for Joints for Drain and Sewer Plastic Pipes using Flexible
Elastomeric Seals") as required.
4.0 HYDRAULICS CAPACITY: The PVC Pipe covered in this
section shall provide a Manning's "n" value of .009.
5.0 INSTALLATION: Thermoplastic pipe and fittings shall
be installed in accordance with AASHTO Thermoplastic
Specifications or ASTM D2321 .
0
Additional Products & Applications
A-2000 for Roof Drainage Systems
Managing large volumes of slormwater runoff from roof
areas of industrial, commercial and warehouse facilities is
more demanding than for most gravily-fed sewer systems.
• High strength
• Tight Joints
• Unique gasket and bell design
A2'" Liner Pipe for Trenchless Rehabilitation
Utilize A2 Liner for your aging underground infrasiructure
—the proven, trenchless solution to sliplining existing sewers
and culverts. Contech developed A2 Liner Pipe for sliplining
deterioratin� pi�elines where open trenching is r�oY practical
or desirable.
• Diameter ranging from 12" - 36"
• Standard lengths ranging from 2.5' to 20'
• Light weight
• Installed cost savings
A-2000 Perforated Pipe for Subdrainage Systems
Contech A-2000 offers several critical features cand
benefits that make it the perforrnance choice for subsurface
drainage systems:
• 46 psi pipe stiffness for structural stability and
improved deflection control.
• Glossy smooth interior for improved hydraulic
capacity.
• PVC rigidity that provides essential beam strength
for improved line and grade control during
installation.
• Positive-gasketed jointing system.
Standard perforations for 4"-18" diameters are slots,
while perforations for pipe sizes 21 "'-36" are circular 3/A"
diameter �.375") holes. Fully perforated A-2000 is also
available for even greater open ar�a.
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Patty Burnette
From:
Sent:
To:
Cc:
Subject:
Attachments:
Marcos Montes De Oca
Thursday, February 18, 2021 12:07 PM
Michelle Baughman <bbsitedevelopmentinc@gmail.com>
(bbsitedevelopmentinc@gmail.com)
Patty Burnette; David Allen; Robin Brock
SE 8th MOT
SE 8th shop drawing 2.pdf
See the attached shop drawing returned for the MOT
Please give public works 48 hours heads up before implementing this plan
Thank you
Marcos
Marcos Montes De Oca, P. E.
City Administrator
� ���� ���
�� ������
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55 SE 3rd Avenue
Okeechobee, FL 34974
Phone: (863) 763-3372 x 9812
Cell: (863) 801-0177
FAX: (863) 763-1686
Email: marcos c� cityofokeechobee.com
Website: www.cityofol<eechobee.com
NOTICE: Florida has a very broad public records law. As a result, any written communication created or received by the City of
Okeechobee officials and employees will be available to the public and media, upon request, unless otherwise exempt. Under Florida
law, e-mail addresses are public records. If you do not want your e-mail address released in response to a public records request, do
not send electronic mail to this office. Instead, contact our office by phone or in writing.
� __ City of Okeechobee
�� � 55 SE 3rd Avenue
��� Okeechobee, FL 34974
�-�' � (863) 763-3372
SE 8t'' Drainage Project
Bid No. TW 02-00-12-20
City of Okee. Shop Drawing Review Form
Shop Drawing Submittal No. 2- Maintenance of Traffic
Accepted
�— '7- -- ..
Accepted as Noted
Not Accepted
Amend and Resubmit
Review Not Necessary
Review and acceptance is only for conformance with design concept of the
Project and general compliances with the information given in the Contract
Documents. Contractor is responsible for dimensions, sizing, materials, and
compliance to be confirmed and correlated at the job site, for the information
that pertains solely to the fabrication processing or to techniques construction
and for coordination of the work of all trades. Review and acceptance does
not relieve the contractor from compliance with the contract drawings and
specifications.
Reviev
Date: '�� / 2021
2/15/2021
�� ,�C� S1
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Patty Burnette
From:
Sent:
To:
Subject:
Attachments:
Michelle Baughman <bbsitedevelopmentinc@gmail.com>
Thursday, February 18, 2021 1:36 PM
Patty Burnette; Philip J Baughman
City- 8th Ave- Submittal Cascade Separator
City 8th Ave- Submittal Contech Cascade Structure.pdf
Patty,
Good Afternoon !
Attached is the submittal for the Cascade
Separator. Please return once reviewed.
Once we receive it back stamped by the engineer we can
then get it scheduled.
Thanks so much.
Michelle Baughman,
President
. .. . .. .... ............
� _. _._. _.__. _ _
i
�
CiTy of Okeechobee
55 SE 3`d Avenue
Okeechobee, FL 34974
(863)763-3372
SE 8t'' Drainage Project
Bid No. TW 02-00-12-20
City of Okee. Shop Drawing Review Form
Shop Drawing Submittal No. 3- Separator Detail Drawing
Accepted
,' Accepted as Noted `
Not Accepted
Amend and Resubmit
Review Not Necessary
Review and acceptance is only for conformance with design concept of the
Project and general compliances with the information given in the Contract
Documents. Contractor is responsible for dimensions, sizing, materials, and
compliance to be confirmed and correlated at the job site, for the information
that pertains solely to the fabrication processing or to techniques construction
and for coordination of the work of all trades. Review and acceptance does
not relieve the contractor from compliance with the contract drawings and
specifications.
Review Date: �7�/ 2021
a
a
30"H x 4"
FRAME AND COVER
CONTRACTOR TO GROUT TO
FINISHED GRADE
CONTRACTOR TO PROVIDE
GRADE RINGS/RISERS
CYLINDER
EXTENSION
INLET 1
24"� A2000
(30"AJ OPENING)
CASCADE
CYLINDER
INSERT
SECTIONS CONTAINING INTERNAL
COMPONENTS ARE DELIVERED
MECHANICALLY ATTACHED
SOLIDS
STORAGE
SUMP
INLET 1
�
PLAN VIEW
(INTERNALS NOT SHOWN)
----1—L--
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� 4'-10"Pl �
ELEVATION VIEW
�/ OUTLET 1
G �
OUTLET 1
24"fd A2000
(30"eJ OPENING)
PERMANENT
POOL
�
0
m
�
CASCADE
FIBERGLASS
INTERNALS
SECTION FOR PIPE ORIENTATION
(TOP SLAB NOT SHOWN)
RIM ELEV. 21.50+/- �/
TOP OF SYSTEM
ELEV.20.44' f
MATERIAL LIST (PROVIDED BY CONTECH)
COUNT DESCRIPTION INSTALLED BY
1 CS-4 FIBERGLASS CYLINDER INSERT, STD. CONTECH
4 CS-4 ALUMINUM INSTALLATION BRACKET CONTECH
1 CS-4 FIBERGLASS CYLINDER EXTENSION, 3 FT. CONTRACTOR
1 SEALANTFORJOINTS CONTRACTOR
1 30"PJ x 4" FRAME 8 COVER, EJ#41600484, OR EQUIV. CONTRACTOR
GENERALNOTES
1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.
2. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACT
YOUR CONTECH REPRESENTATIVE. www.ContechES.com
3. CASCADE SEPARATOR WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND
INFORMATION CONTAINED IN THIS DRAWING. GONTRACTOR TO CONFIRM STRUCTURE MEETS
INLET 1 INVERT REQUIREMENTS OF PROJECT.
ELEV. 16.10' 4. TRUCTURE SHALL MEET AASHTO HS-20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 2', AND
OUTLET 1 INVERT GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO
ELEV. 13.D0' L— CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITH
n� THE CONTECH LOGO.
� v ✓� 5. CASCADE SEPARATOR STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C-478 AND
�� � L D AASHTO LOAD FACTOR DESIGN METHOD.
�� `L�,�,� INSTALLATION NOTES
/� A. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN
f/ � p.� T�j� y CONSIDERATIONS AND SHALL 8E SPECIFIED BY ENGINEER OF RECORD.
OU SIDE BOTTOfy. B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET
ELEV. 8.50' ./ THE CASCADE SEPARATOR MANHOLE STRUCTURE.
C. CONTRACTOR TO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS, AND ASSEMBLE STRUCTURE.
D. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN.
ALL PIPE CENTERLINES TO MATCH PIPE OPENING CENTERLINES.
E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TO
FLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED.
STRUCTURE WEIGHT
APPROXIMATE HEAVIEST PICK = B500 LBS.
OF 2 PIECES
MAXIMUM FOOTPRINT = 4'-10"0
CONTECH
CONTRACT
DRAWING
BARG
LAYOUT 1A
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TM10 dosign and Informalion shown on ihis drawing Is piovitleE
m �u IM1a piojocl ownar, anglnoa� nnd mnlraqe� by
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mamw��e: ('cem��n•). Nonno. m'�: a�n.,;�s, ��� aoy p�n
o�aoi, may na mad, rop�oaucoa or moa�roa m��y m���a�
'IhaullFo prior writton eansenl al Conlech. Failure lo comPly
Is tlonv al lha usor'S own ri5k antl Conlvch eRpressly tlisc�aimz
any rae�ry or ro�w�smuny mr :�on �:o.
I/ distto a es be�ween ��e su liod inlo�malion u n w1ilcM1
p n PP Pa
Iha drawin Is basotl antl adual �old cantlilions ara
ca�unier a as s�m �re progros:�:, meso d�x«p��aas m�:�
vanoa m co�mon �mmaa�moy m< <o-a.�w�uan oi m�
dvsign. ComecM1acwplsnoliabililyle�designsbasatlan
alhais9' incomplola or ina¢urala inlorr.ulion supPliotl by
SECTION A-A
A I 2018.09.24
REV � DATE
INITIAL RELEASE
DESCRIPTION
1808-3 IM. BROOKS
ECN# I BY
C�NTECH'
ENGINEERED SOWTIONS LLC
www.ContechES.aom
9025 Cenlre Poinle Dr., Suile 400, Wesl Chester, OH 45069
800-338-'1122 513-645-7000 513-645-79g3 FAX
PART NUMBER CYLINDER HEIGHT OVERALL HEIGHT
325-003957 1' 1'3"
325-003958 2' 2'-3"
325-003959 3' 3'-3"
325-003960 4' 4'-3"
NOTES:
1. MATERIAL: FIBERGLASS, ISOPTHALIC POLYESTER RESIN, CHOPPED-STRAND FIBERGLASS, THICKNESS 1/4" MINIMUM,
MEDIUM BLUE PANTONE 541
2. MANUFACTURE IN ACCORDANCE WITH ASTM D4097, TYPE 1, GRADE 1
3. ALL INTERIOR AND EXTERIOR SURFACES SHALL HAVE SMOOTH RESIN FINISH
4. ALL JOINTS SHALL HAVE A MINIMUM 3" FIBERGLASS SPLICE ON BOTH SIDES OF THE JOINT INSIDE & OUT.
ADDITIONALLY, EXTERIOR JOINT SPLICES SHALL BE 1/8" THICK AND ALL INTERIOR JOINT SPLICES SHALL BE 1/16" THICK
5. CONTECH TO PROVIDE DXF FILE
CYLINDER EXTENSION
CS-4
CASCADE SEPARATOR
UNLESS OTHERWISE SPECIFIED
rmeonNc�ereo�ecnor� DIMENSIONS ARE IN INCHES
TOLERANCES:
FRACTIONAL ± 1/16
ANGLES ± 1 DEGREE
P
+
�
TWO LACE DECIMA
L _ 0.06
THREE PLACE DECIMAL ±0.030
325-003957 THRU 3960
M.BAUER M.BROOKS
GPROVED BV DAiE� �F.AWN BY OniE: REv:
2018.09.24 2018.06.21 A
N/A � SHEET 1 OF 1
�24.13
� �—{ 0.25 �
I
.
� � : � ,�� 11 ',�
CUSTOM LOGO
1/2" SAN SERIF BOLD
FLAT FACE LETTERS
�.���n��l�
7/8" DIA
HANDLING HOLE
(2) CLOSED
�PICKHOLES
1 1/2"
6) 7/8" DIA VENT HOLES
1 /2" LUCIDA SANS
UNICODE LETTERING
�— 31 7/8" DIA 1 3/8"
3�4�� � �� I
�
� 1
' 3"
f
I 26 9/16" DIA --I
COVER SECTION
33 1 /8" DIA —�
I- 32 1/8" DIA - I
1 3/8 ��
r-- 4"
� �2„
1 3/8"
30" DIA
- 32 1 /8" DIA —�
42" DIA
FRAME SECTION
BLANK TAG AREA
/� �\
/��'11
a�,�=�r
�.��,
f�s•oducf �lumber
41600484
f��sign Features
-Materials
Cover
Gray Iron (CL35B)
Frame
Gray Iron (CL35B)
�
�
-Design Load
Heavy Duty
-Open Area
n/a
-Coating
Undipped
-�- Designates Machined Surface
Cc�ifuc����n
-ASTM A48
-Country of Origin: USA
flflajor Com�d�e«��s
00180783
41600419
i�f"c^:1I1/�6i� �C�'V`'sO�G➢
11/19/2007 Designer: DEW
6/20/2017 Revised By: DAE
[�ssc�aa���r
Weights (IbsJkg) dimensions (inches/mm)
and drawmgs provided for yow guidance. We
reserve lhe riohl tc modi(y specifications wilhoul
prior nofica.
CONFIDENTIP.L This drav✓ing is the property
of EJ GROUP. Inc.. and r;mbodi2s confidenlial inforrr�ation.
regisiered mads, pzlenis, trade secret informatior�.
andior kna�.v hovr that is the prop2rty of EJ GROUP. Inc.
Capyrighl r` 2012 EJ GROUP, Inc.
All riyhis reser�ed.
Gon�«cE
800 626 4653
ejco.com
Patty Burnette
From: Michelle Baughman <bbsitedevelopmentinc@gmail.com>
Sent: Wednesday, May 19, 2021 12:11 PM
To: Patty Burnette
Subject: Re: Density Test Reports
Sorry
I just sent Candace at GFA a request to change.
She probably used the form as a template from another
job.
Michelle Baughman,
President
� ..�. _. .
.._._._.�__.�_
On Wed, May 19, 2021 at 12:03 PM Patty Burnette <pburnette@citvofokeechobee.com> wrote:
' Hi Ms. Michelle.
On the attached Density Test Report the project name is reflected as Port St. Lucie CSD/CMT 11,
Okeechobee, County, FL? Shouldn't this reflect the SE 8th Avenue Stormwater Conveyance Project?
Thank you
Patt� Nl. Burnette
C'j. enera�Services Coord�inator
Cit� of O�eec�o6ee
55 S� 3Y`� A.venue
�
O�eec(�o6ee, �F� 34974
P�one: (8 63� 763 -3372 ext. g 8 2 0
Direct: (863� 763-g8�o
�Fax: (863� 763-1686
e-mai� �6urnette@cit�uofo�eec(�o6ee.com
�
tive6site: �www.cit�ofo�eecF�o6ee.com
11 IA,r� '
� -
.. �:,,oYt::• '
Under Florida law, email addresses are public records. If you do not want your email address released in
response to a public records request, do not send electronic mail to this entity. Instead, contact this office by
phone or in writing, Florida Statute 668.6076.
CITY OF OKEECHOBEE ELECTRONIC DEVICE DISCLAIMER: Florida has a very broad public records law.
Most written communications to or from local officials regarding city business are public records available to
the public and media upon request. Your correspondence via e-mail, text message, voice mail, etc., may
therefore be subject to public disclosure.
��, 5,►-r da.,
�.
�: ���.t��� � C, ` ;�::!�S''�
��
Patty Burnette
From: Michelle Baughman <bbsitedevelopmentinc@gmail.com>
Sent: Thursday, May 13, 2021 1028 AM
To: Patty Burnette
Subject: Re: Se 8th Avenue Stormwater Conveyance Project
We are working on it
I should have paperwork back from GFA by tomorrow and
I will check with Phil on Asbuilts
Michelle Baughman,
President
_.. ... ... . . .
� :_. __ . _.._ ... ._..�.
On Thu, May 13, 2021 at 10:24 AM Patty Burnette <pburnette@citvofokeechobee.com> wrote:
Good Morning Ms. Michelle.
Just checking in on the two pending items for this project:
. . ��
�.��` ��Lt� � �=-t:� � �� ��
• Final As-Built drawings ` �
• Documentation for testing of the backfill areas.
Thank you
' Patt� `1�1. Burnette
C'j. enera�Services Coord�inator
Cit� of O�eec�o6ee
55 S� 3'"d Avenue
O►�eec�o6ee, �'L 34974
�
P�one: (863� 763-3372 ext. g82o
Direct: (863� 763-g8�o
�'ax: (863� 763-1686
e-mail• �6i�r�rietteC��citti�o�o�eec�io6ee.co���ti
tive6site: v���u�.citti�ofo�eec(�.o6ee.co��i
: - _,�;: =����Fr -.
;.`�.�� ;;,�
`:=�� �'0'- `,:
-� 1: y I�4 s 1��`�
Under Florida law, email addresses are public records. If you do not want your email address released in
response to a public records request, do not send electronic mail to this entity. Instead, contact this office by
phone or in writing, Florida Statute 668.6076.
CITY OF OKEECHOBEE ELECTRONIC DEVICE DISCLAIMER: Florida has a very broad public records law.
Most written communications to or from local officials regarding city business are public records available to
the public and media upon request. Your correspondence via e-mail, text message, voice mail, etc., may
therefore be subject to public disclosure.
' � UES Project No: 3310.1800325.0000
A Universal Workorder No: 233591-1
Engineering Report Date: 05/17/2021
Sciences
� ' � Company
yrFRNATI�NP
607 Northwest Commodity Cove, Port St. Lucie, FL 34986 - P: 772-924-3575 - F: 772-924-3580
In-Place Density Test Report
Client: B& B SITE DEVELOPMENT, INC. UES Technician: Johnnie Smith
1505-C South Parrott Avenue Date Tested: 05/12/2021
Okeechobee, FL 34974
Project: Port St Lucie CSD/CMT
11,Okeechobee, County, FL
Area Tested: Drainage
Material: Fill
Reference Datum: 0= Springline of Pipe
�pe of Test:
Field: ASTM D-6938 Nuclear Gauge Method
Laboratory: AASHTO T180 Modified Proctor
The tests below meet the 98% minimum compaction requirement.
Maximum Optimum Field Dry Field Soil Pass
Test Density Moisture Density Moisture Compaction or
No. Location of Test Range (pc� (%) (pcf) (%) (%) Fail
1 Drainage Between S1 & Tie-in, 20' E 0-1 ft 115.7 11.4 114.1 10.0 99 Pass
of S1, S Side of Pipe
2 Drainage Between S1 & Tie-in, 40' E 0-1 ft 115.7 11.4 113.9 9.9 98 Pass
of S1, N Side of Pipe
3 Drainage Between S1 & Tie-in, 60' E 1-2 ft 115.7 11.4 115.0 11.0 99 Pass
of S1, Top of Pipe
4 Drainage Between S1 & Tie-in, 75' E 2-3 ft 115.7 11.4 114.6 9.8 99 Pass
of S1, Top of Pipe
5 Drainage Between S1 & Tie-in, 85' E 3-4 ft 115.7 11.4 115.6 11.0 100 Pass
of S1, Top of Pipe
�
6 Drainage BPfi��^�- - ��� Jj���� 115.7 11.4 113.9 9.7 98 Pass
� f
J� f
7 ,-- 115.7 11.4 114.0 9.8 99 Pass
Ili�Sl.�
8 115.7 11.4 114.6 9.7 99 Pass
9 - � 115.7 11.4 114.9 10.1 99 Pass
/1 5 /� � '�
10 �i' ��� �, I� ��'C ����-�� 115.7 11.4 115.1 9.9 99 Pass
� � , �.
11 � ' J ;' �; /� � 15.7 11.4 114.7 10.2 99 Pass
' ��� U�� �r
12 C � jl �� !
' 5.7 11.4 114.9 10.1 99 Pass
S !
r
13 D����, ,� ��/,���` 5.7 11.4 114.6 9.9 99 Pass
S< � r�(,
14 Dr. � �� .7 11.4 115.0 10.1 99 Pass
y � �J � � 'L/ .
S2 � �i
15 Dra `!�_., .,� �x S2, 23' W of 3-4 ft 115.7 11.4 114.5 10.5 99 Pass
S2, � op of Pipe
16 Drainage Between S4 & S2, 20' N of 0-1 ft 115.7 11.4 113.9 9.7 98 Pass
S2, E Side of Pipe
To establish a mutual protection to Universal's clients, the Public and ourselves, all repo�ts are submitted as confidential property of our clients and
authorization for pub/ication of statements, conc/usions or extracts from or regarding Universa/'s reports is reserved pending our written approva/.
Page 1
' , UES Project No: 3310.1800325.0000
A Universal Workorder No: 233591-1
Engineering Report Date: 05/17/2021
Sciences
, ' � Company
yTFRNATI�NP
607 Northwest Commodity Cove, Port St. Lucie, FL 34986 - P: 772-924-3575 - F: 772-924-3580
In-Place Density Test Report
Client: B& B SITE DEVELOPMENT, INC. UES Technician: Johnnie Smith
1505-C South Parrott Avenue Date Tested: 05/12/2021
Okeechobee, FL 34974
Project: Port St Lucie CSD/CMT
11,Okeechobee, County, FL
�pe of Test:
Area Tested: Drainage Field: ASTM D-6938 Nuclear Gauge Method
Material: Fill Laboratory: AASHTO T180 Modified Proctor
Reference Datum: 0= Springline of Pipe
The tests below meet the 98% minimum compaction requirement.
Maximum Optimum Field Dry Field Soil Pass
Test Density Moisture Density Moisture Compaction or
No. Location of Test Range (pcf� (%) (pc� (%) (%) Fail
17 Drainage Between S4 & S2, 40' N of 0-1 ft 115.7 11.4 114.3 9.9 99 Pass
S2, W Side of Pipe
18 Drainage Between S4 & S2, 60' N of 1-2 ft 115.7 11.4 115.0 10.3 99 Pass
S2, Top of Pipe
19 Drainage Between S4 & S2, 80' N of 2-3 ft 115.7 11.4 115.5 11.0 100 Pass
S2, Top of Pipe
20 Drainage Between S4 8� S2, 110' N 3-4 ft 115.7 11.4 114.9 10.1 99 Pass
of S2, Top of Pipe
21 Drainage Between S4 & S5, 5' W of 0-1 ft 115.7 11.4 115.0 9.9 99 Pass
S4, S Side of Pipe
22 Drainage Between S4 & S5, 10' W of 0-1 ft 115.7 11.4 114.6 9.8 99 Pass
S4, N Side of Pipe
23 Drainage Between S4 & S5, 15' W of 1-2 ft 115.7 11.4 113.6 9.6 98 Pass
S4, Top of Pipe
24 Drainage Between S4 & S5, 18' W of 2-3 ft 115.7 11.4 114.0 9.9 99 Pass
S4, Top of Pipe
25 Drainage Between S4 & S5, 23' W of 3-4 ft 115.7 11.4 114.8 10.4 99 Pass
S4, Top of Pipe
26 Drainage Between S4 & S6, 10' N of 0-1 ft 115.7 11.4 113.5 10.0 98 Pass
S4, E Side of Pipe
27 Drainage Between S4 & S6, 20' N of 0-1 ft 115.7 11.4 114.0 9.8 99 Pass
S4, W Side of Pipe
28 Drainage Between S4 & S6, 30' N of 1-2 ft 115.7 11.4 114.7 9.8 99 Pass
S4, Top of Pipe
29 Drainage Between S4 & S6, 40' N of 2-3 ft 115.7 11.4 113.9 10.0 98 Pass
S4, Top of Pipe
30 Drainage Between S4 & S6, 45' N of 3-4 ft 115.7 11.4 115.1 10.4 99 Pass
S4, Top of Pipe
31 Drainage Between S7 & S6, 5' W of 0-1 ft 115.7 11.4 114.0 9.7 99 Pass
S6, S Side of Pipe
32 Drainage Between S7 & S6, 10' W of 0-1 ft 115.7 11.4 115.7 11.2 100 Pass
S6, N Side of Pipe
To establish a mutual protection to Universal's clients, the Public and ourse/ves, all reports are submitted as confidential property of our clients and
authorization for publication of staiements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval.
Page 2
A Universal
Engineering
Sciences
� � Company
yTFRNATti��P
UES Project No: 3310.1800325.0000
Workorder No: 233591-1
Report Date: 05/17/2021
607 Northwest Commodity Cove, Port St. Lucie, FL 34986 - P: 772-924-3575 - F: 772-924-3580
In-Place Density Test Report
Client: B& B SITE DEVELOPMENT, INC. UES Technician: Johnnie Smith
1505-C South Parrott Avenue Date Tested: 05/12/2021
Okeechobee, FL 34974
Project: Port St Lucie CSD/CMT
11,Okeechobee, County, FL
Area Tested: Drainage
Material: Fill
Reference Datum: 0= Springline of Pipe
Type of Test:
Field: ASTM D-6938 Nuclear Gauge Method
Laboratory: AASHTO T180 Modified Proctor
The tests below meet the 98% minimum compaction requirement.
Maximum Optimum Field Dry Field Soil Pass
Test Density Moisture Density Moisture Compaction or
No. Location of Test Range (pcf) (%) (pcf) (%) (%) Fail
33 Drainage Between S7 & S6, 15' W of 1-2 ft 115.7 11.4 115.0 10.9 99 Pass
S6, Top of Pipe
34 Drainage Between S7 & S6, 20' W of 2-3 ft 115.7 11.4 113.8 11.0 98 Pass
S6, Top of Pipe
35 Drainage Between S7 & S6, 30' W of 3-4 ft 115.7 11.4 114.5 10.7 99 Pass
S6, Top of Pipe
36 Coquina Between S1 & S6, 100' N of 0-6 inch 127.1 8.4 126.4 7.9 99 Pass
S1, E Side of Centerline
37 Coquina Befinreen S1 & S6, 160' N of 0-6 inch 127.1 8.4 126.7 8.4 100 Pass
S1, W Side of Centerline
38 Drainage AT S1, E Section 0-1 ft 117.1 11.0 116.1 9.8 99 Pass
39 Drainage AT S1, W Section 1-2 ft 117.1 11.0 117.0 10.0 100 Pass
40 Drainage AT S1, S Section 2-3 ft 117.1 11.0 116.2 9.9 99 Pass
41 Drainage AT S1, N Section 3-4 ft 117.1 11.0 116.5 9.8 99 Pass
42 Drainage AT S1, E Section 4-5 ft 117.1 11.0 115.9 10.0 99 Pass
43 Drainage AT S2, E Section 0-1 ft 117.1 11.0 115.9 9.8 99 Pass
44 Drainage AT S2, W Section 1-2 ft 117.1 11.0 116.7 10.0 100 Pass
45 Drainage AT S2, S Section 2-3 ft 117.1 11.0 114.9 9.8 98 Pass
46 Drainage AT S2, N Section 3-4 ft 117.1 11.0 116.1 9.9 99 Pass
47 Drainage AT S2, E Section 4-5 ft 117.1 11.0 115.8 10.0 99 Pass
48 Drainage AT S3, E Section 0-1 ft 117.1 11.0 117.1 10.1 100 Pass
49 Drainage AT S3, W Section 1-2 ft 117.1 11.0 115.1 9.9 98 Pass
50 Drainage AT S3, S Section 2-3 ft 117.1 11.0 116.3 9.7 99 Pass
51 Drainage AT S3, N Section 3-4 ft 117.1 11.0 114.3 9.8 98 Pass
52 Drainage AT S3, E Section 4-5 ft 117.1 11.0 116.4 9.9 99 Pass
To establish a mutual protection to Universal's clients, the Public and ourselves, all reports are submitted as confiidential property of our clients and
authorization for publication of statements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval.
Page 3
A Universal
Engineering
Sciences
, � Company
�rFRNATI�NP
UES Project No: 3310.1800325.0000
Workorder No: 233591-1
Report Date: 05/17/2021
607 Northwest Commodity Cove, Port St. Lucie, FL 34986 - P: 772-924-3575 - F: 772-924-3580
In-Place Density Test Report
Client: B& B SITE DEVELOPMENT, INC. UES Technician: Johnnie Smith
1505-C South Parrott Avenue Date Tested: 05/12/2021
Okeechobee, FL 34974
Project: Port St Lucie CSD/CMT
11,Okeechobee, County, FL
Type of Test:
Area Tested: Drainage Field: ASTM D-6938 Nuclear Gauge Method
Material: Fill Laboratory: AASHTO T180 Modified Proctor
Reference Datum: 0= Springline of Pipe
The tests below meet the 98% minimum compaction requirement.
Maximum Optimum Field Dry Field Soil Pass
Test Density Moisture Density Moisture Compaction or
No. Location of Test Range (pcf) (%) (pcf) (%) (%) Fail
53 Drainage AT S4, E Section 0-1 ft 117.1 11.0 115.6 9.8 99 Pass
54 Drainage AT S4, W Section 1-2 ft 117.1 11.0 117.0 10.0 100 Pass
55 Drainage AT S4, S Section 2-3 ft 117.1 11.0 115.4 10.1 99 Pass
56 Drainage AT S4, N Section 3-4 ft 117.1 11.0 116.5 10.0 99 Pass
57 Drainage AT S4, E Section 4-5 ft 117.1 11.0 114.5 9.9 98 Pass
58 Drainage AT S5, E Section 0-1 ft 117.1 11.0 114.8 9.7 98 Pass
59 Drainage AT S5, W Section 1-2 ft 117.1 11.0 115.1 9.8 98 Pass
60 Drainage AT S5, S Section 2-3 ft 117.1 11.0 114.9 9.8 98 Pass
61 Drainage AT S5, N Section 3-4 ft 117.1 11.0 115.0 10.0 98 Pass
62 Drainage AT S5, E Section 4-5 ft 117.1 11.0 116.8 10.0 100 Pass
63 Drainage AT S6, E Section 0-1 ft 117.1 11.0 116.1 9.9 99 Pass
64 Drainage AT S6, W Section 1-2 ft 117.1 11.0 114.6 9.7 98 Pass
65 Drainage AT S6, S Section 2-3 ft 117.1 11.0 116.1 9.8 99 Pass
66 Drainage AT S6, N Section 3-4 ft 117.1 11.0 116.4 9.9 99 Pass
67 Drainage AT S6, E Section 4-5 ft 117.1 11.0 116.9 10.5 100 Pass
68 Drainage AT S7, E Section 0-1 ft 117.1 11.0 115.6 9.8 99 Pass
69 Drainage AT S7, W Section 1-2 ft 117.1 11.0 115.9 9.9 99 Pass
70 Drainage AT S7, S Section 2-3 ft 117.1 11.0 114.5 9.7 98 Pass
71 Drainage AT S7, N Section 3-4 ft 117.1 11.0 117.0 10.2 100 Pass
72 Drainage AT S7, E Section 4-5 ft 117.1 11.0 117.2 11.1 100 Pass
To establish a mutual protection to Universal's clients, the Public and ourse/ves, all reports are submitted as confidential property of our clients and
authorization for publicafion of statements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval.
Page 4
Reviewed By
GFA International, Inc
FBPE Registry No.4930
,,��"""'���-, Digitally signed by
.� Op671NIC,Np'�'<;
�:rr uceNse ' :Yr
; „.. 9y : Thomas D
= *: "° &146 ` *'= Montano:A01410C00000
=�° ����'�; 17818498DCD000019A3
� � '. STATE OF : <fI`
: C� ,'..
�•F�°«�����'�`,� Date: 2021.05.17 0925:43
���`��� ��L � -04'00'
Thomas Dominic Montano
Branch Manager
STATE OF FLORIDA
Professional Engineer No. 84146
This item has been digitally signed and sealed 6y Thomas Dominic
Montano on the date adjacent to the sea/. Printed copies of this
document are not considered signed and sealed and the signature
must 6e verifed on any elecfronic copies.
To establish a mutual protection to Universal's clients, the Public and ourselves, alI reports are submitted as confidential property of our clients and
authorization for publication of statements, conc/usions or extracts from or regarding Universal's reports is reserved pending our written approval.
Page 5
FF�y CITY OF OKEECHOBEE
;,�°� 55 SE TxIRv AVENUE
� � OKEECHOSEE, FL 34974
o' Phone: (863)763-3372
19� " www.cityofokeechobee.com
Offrce of tlie City Administrator
Dir•ect Line: 873-763-9812
May 17, 2021
Arlene Acevedo, FCCM
Environmental Specialist III
Water Spring Restoration Program
Division of Water Restoration Assistance
3900 Commonwealth Blvd.
Douglas Building, MS 3602
Tallahassee, FL 32399-3000
Okeec/:obee City Council
Mayor powling R. Watford, Jr.
Wes Abney
Monica Clark
Bob Jarriel
Bobby Keefe
Subject: SE 8TH Avenue — Water Quality and Roadway Improvements
FDEP Grant No. LP47020
To Whom It May Concern:
This letter is being written to certify construction completion of site work at the South East 8th
Avenue Drainage and Water Quality Improvements Project. Based on observations of the work
by field representatives under my direct control, review of geotechnical testing, and review of as-
built drawings provided by the contractor, I certify the site work and roadway construction to be
complete.
Please find a copy of the submitted as-built sheet and density testing reports with this
certification.
I hereby certify that the site work associated with the project has been completed in substantial
conformance with the approved plans and specifications.
.64984?85Ci00
t :�' � d` %:_ �ll/-�/� 0'�99'
sa�l`�;e.�,e. o .. C0�,9�,d
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a p` ' p � S�/ g/'�za�` o w
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�,o fi�� s� -n �: ,�o e
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�`��':OS9i.5%aP,i.
A Universal
Engineering
Sciences
� �, Company
�FRNA7toNP
UES Project No: 3310.1800325.0000
Workorder No: 233591-1
Report Date: 05/20/2021
607 Northwest Commodity Cove, Port St. Lucie, FL 34986 - P: 772-924-3575 - F: 772-924-3580
In-Place Density Test Report
Client: B& B SITE DEVELOPMENT, INC.
1505-C South Parrott Avenue
Okeechobee, FL 34974
UES Technician: Johnnie Smith
Date Tested: 05/12/2021
Project: PW 02-00-12-20 City of Okeechobee Taylor Creek Southeast 8th Avenue Stormwater Conveyance
Area Tested: Drainage
Material: Fill
Type of Test:
Field: ASTM D-6938 Nuclear Gauge Method
Laboratory: AASHTO T180 Modi�ed Proctor
Reference Datum: 0= Springline of Pipe
The tests below meet the 98% minimum compaction reQuirement.
Maximum Optimum Field Dry Field Soil Pass
Test Density Moisture Density Moisture Compaction or
No. Location of Test Range (pcfl (%) (pc� (%) (%) Fail
1 Drainage Between S1 & Tie-in, 20' E 0-1 ft 115.7 11.4 114.1 10.0 99 Pass
of S1, S Side of Pipe
2 Drainage Between S1 & Tie-in, 40' E 0-1 ft 115.7 11.4 113.9 9.9 98 Pass
of S1, N Side of Pipe
3 Drainage Between S1 & Tie-in, 60' E 1-2 ft 115.7 11.4 115.0 11.0 99 Pass
of S1, Top of Pipe
4 Drainage Between S1 & Tie-in, 75' E 2-3 ft 115.7 11.4 114.6 9.8 99 Pass
of S1, Top of Pipe
5 Drainage Befween S1 & Tie-in, 85' E 3-4 ft 115.7 11.4 115.6 11.0 100 Pass
of S1, Top of Pipe
6 Drainage Between S1 8� S2, 5' N of 0-1 ft 115.7 11.4 113.9 9.7 98 Pass
S1, E Side of Pipe
7 Drainage Between S1 & S2, 10' N of 0-1 ft 115.7 11.4 114.0 9.8 99 Pass
S1, W Side of Pipe
8 Drainage Between S1 & S2, 15' N of 1-2 ft 115.7 11.4 114.6 9.7 99 Pass
S1, Top of Pipe
9 Drainage Between S1 & S2, 19' N of 2-3 ft 115.7 11.4 114.9 10.1 99 Pass
S1, Top of Pipe
10 Drainage Between S1 & S2, 23' N of 3-4 ft 115.7 11.4 115.1 9.9 99 Pass
S1, Top of Pipe
11 Drainage Between S3 8� S2, 5' W of 0-1 ft 115.7 11.4 114.7 10.2 99 Pass
S2, S Side of Pipe
12 Drainage Between S3 & S2, 10' W of 0-1 ft 115.7 11.4 114.9 10.1 99 Pass
S2, N Side of Pipe
13 Drainage Between S3 & S2, 15' W of 1-2 ft 115.7 11.4 114.6 9.9 99 Pass
S2, Top of Pipe
14 Drainage Between S3 & S2, 19' W of 2-3 ft 115.7 11.4 115.0 10.1 99 Pass
S2, Top of Pipe
15 Drainage Between S3 & S2, 23' W of 3-4 ft 115.7 11.4 114.5 10.5 99 Pass
S2, Top of Pipe
16 Drainage Between S4 8� S2, 20' N of 0-1 ft 115.7 11.4 113.9 9.7 98 Pass
S2, E Side of Pipe
To establish a mutual protection to Universal's clients, the Public and ourse/ves, alI reports are submitted as confidential property of our clients and
authorization for publication of statemenfs, conc/usions or extracts from or regarding Universal's reports is reserved pending our written approval.
Page 1
A Universal
Engineering
Sciences
� � Company
�FRNATIO�P
UES Project No: 3310.1800325.0000
Workorder No: 233591-1
Report Date: 05/20/2021
607 Northwest Commodity Cove, Port St. Lucie, FL 34986 - P: 772-924-3575 - F: 772-924-3580
in-Place Density Test Report
Client: B& B SITE DEVELOPMENT, INC. UES Technician: Johnnie Smith
1505-C South Parrott Avenue Date Tested: 05/12/2021
Okeechobee, FL 34974
Project: PW 02-00-12-20 City of Okeechobee Taylor Creek Southeast Sth Avenue Stormwater Conveyance
Area Tested: Drainage
Material: Fill
Type of Test:
Field: ASTM D-6938 Nuclear Gauge Method
Laboratory: AASHTO T180 Modified Proctor
Reference Datum: 0= Springline of Pipe
i ne tests beiow meet the 98% minimum compaction requirement.
Maximum Optimum Field Dry Field Soil Pass
Test Density Moisture Density Moisture Compaction or
No. Location of Test Range (pcfl (%) (pcf) (%) (%) Fail
17 Drainage Between S4 8� S2, 40' N of 0-1 ft 115.7 11.4 114.3 9.9 99 Pass
S2, W Side of Pipe
18 Drainage Between S4 & S2, 60' N of 1-2 ft 115.7 11.4 115.0 10.3 99 Pass
S2, Top of Pipe
19 Drainage Between S4 & S2, 80' N of 2-3 ft 115.7 11.4 115.5 11.0 100 Pass
S2, Top of Pipe
20 Drainage Between S4 & S2, 110' N 3-4 ft 115.7 11.4 114.9 10.1 99 Pass
of S2, Top of Pipe
21 Drainage Between S4 & S5, 5' W of 0-1 ft 115.7 11.4 115.0 9.9 99 Pass
S4, S Side of Pipe
22 Drainage Between S4 & S5, 10' W of 0-1 ft 115.7 11.4 114.6 9.8 99 Pass
S4, N Side of Pipe
23 Drainage Between S4 & S5, 15' W of 1-2 ft 115.7 11.4 113.6 9.6 98 Pass
S4, Top of Pipe
24 Drainage Between S4 & S5, 18' W of 2-3 ft 115.7 11.4 114.0 9.9 99 Pass
S4, Top of Pipe
25 Drainage Between S4 & S5, 23' W of 3-4 ft 115.7 11.4 114.8 10.4 99 Pass
S4, Top of Pipe
26 Drainage Between S4 & S6, 10' N of 0-1 ft 115.7 11.4 113.5 10.0 98 Pass
S4, E Side of Pipe
27 Drainage Between S4 8� S6, 20' N of 0-1 ft 115.7 11.4 114.0 9.8 99 Pass
S4, W Side of Pipe
28 Drainage Between S4 & S6, 30' N of 1-2 ft 115.7 11.4 114.7 9.8 99 Pass
S4, Top of Pipe
29 Drainage Between S4 & S6, 40' N of 2-3 ft 115.7 11.4 113.9 10.0 98 Pass
S4, Top of Pipe
30 Drainage Between S4 & 56, 45' N of 3-4 ft 115.7 11.4 115.1 10.4 99 Pass
S4, Top of Pipe
31 Drainage Between S7 & S6, 5' W of 0-1 ft 115.7 11.4 114.0 9.7 99 Pass
S6, S Side of Pipe
32 Drainage Between S7 8� S6, 10' W of 0-1 ft 115.7 11.4 115.7 11.2 100 Pass
S6, N Side of Pipe
To establish a mutual protection to Universal s c/ienfs, the Public and ourse/ves, a!1 reports are submitted as con�dential property of our clients and
authorization for publicafion of statements, conclusions or extracts from or regarding Universal's reporfs is reserved pending our written approval.
Page 2
A Universal
Engineering
Sciences
i � Company
ylFRNATI�NA
UES Project No: 3310.1800325.0000
Workorder No: 233591-1
Report Date: 05/20/2021
607 Northwest Commodity Cove, Port St. Lucie, FL 34986 - P: 772-924-3575 - F: 772-924-3580
in-Place Density Test Report
Client: B& B SITE DEVELOPMENT, INC.
1505-C South Parrott Avenue
Okeechobee, FL 34974
UES Technician: Johnnie Smith
Date Tested: 05/12/2021
Project: PW 02-00-12-20 City of Okeechobee Taylor Creek Southeast 8th Avenue Stormwater Conveyance
Area Tested: Drainage
Material: Filf
Type of Test:
Field: ASTM D-6938 Nuclear Gauge Method
Laboratory: AASHTO T180 Modified Proctor
Reference Datum: 0= Springline of Pipe
The tests below meet the 98% minimum compaction reauirement
Maximum Optimum Field Dry Field Soil Pass
Test Density Moisture Density Moisture Compaction or
No. Location of Test Range (pcfl (%) (Pcfl (%) (%) Fail
33 Drainage Between S7 & S6, 15' W of 1-2 ft 115.7 11.4 115.0 10.9 99 Pass
S6, Top of Pipe
34 Drainage Between S7 8� S6, 20' W of 2-3 ft 115.7 11.4 113.8 11.0 98 Pass
S6, Top of Pipe
35 Drainage Between S7 & S6, 30' W of 3-4 ft 115.7 11.4 114.5 10.7 99 Pass
S6, Top of Pipe
36 Coquina Between S1 & S6, 100' N of 0-6 inch 127.1 8.4 126.4 7.9 99 Pass
S1, E Side of Centerline
37 Coquina Between S1 & S6, 160' N of 0-6 inch 127.1 8.4 126.7 8.4 100 Pass
S1, W Side of Centerline
38 Drainage AT 51, E 5ection 0-1 ft 117.1 11.0 116.1 9.8 99 Pass
39 Drainage AT S1, W Section 1-2 ft 117.1 11.0 117.0 10.0 100 Pass
40 Drainage AT S1, S Section 2-3 ft 117.1 11.0 116.2 9.9 99 Pass
41 Drainage AT S1, N Section 3-4 ft 117.1 11.0 116.5 9.8 99 Pass
42 Drainage AT S1, E Section 4-5 ft 117.1 11.0 115.9 10.0 99 Pass
43 Drainage AT S2, E Section 0-1 ft 117.1 11.0 115.9 9.8 99 Pass
44 Drainage AT S2, W Section 1-2 ft 117.1 11.0 116.7 10.0 100 Pass
45 Drainage AT S2, S Section 2-3 ft 117.1 11.0 114.9 9.8 98 Pass
46 Drainage AT S2, N Section 3-4 ft 117.1 11.0 116.1 9.9 99 Pass
47 Drainage AT S2, E Section 4-5 ft 117.1 11.0 115.8 10.0 99 Pass
48 Drainage AT S3, E Section 0-1 ft 117.1 11.0 117.1 10.1 100 Pass
49 Drainage AT S3, W Section 1-2 ft 117.1 11.0 115.1 9.9 98 Pass
50 Drainage AT S3, S Section 2-3 ft 117.1 11.0 116.3 9.7 99 Pass
51 Drainage AT S3, N Section 3-4 ft 117.1 11.0 114.3 9.8 98 Pass
52 Drainage AT S3, E Section 4-5 ft 117.1 11.0 116.4 9.9 99 Pass
To esfablish a mutua/ protection to Universal's clients, the Public and ourselves, al/ reports are submitted as confrdential property of our clienfs and
authorization for publication of statements, conclusions or eac(racts from or regarding Universal's reports is reserved pending our written approval.
Page 3
A Universal
Engineering
Sciences
� � Company
�FRNA7�ONP
607 Northwest Commodity Cove, Port St. Lucie, FL 34986 - P: 772-924-3575
UES Project No: 3310.1800325.0000
Workorder No: 233591-1
Report Date: 05/20/2021
- F: 772-924-3580
In-Place Density Test Report
Client: B& B SITE DEVELOPMENT, INC. UES Technician: Johnnie Smith
1505-C South Parrott Avenue Date Tested: 05/12/2021
Okeechobee, FL 34974
Project: PW 02-00-12-20 City of Okeechobee Taylor Creek Southeast 8th Avenue Stormwater Conveyance
Area Tested: Drainage
Material: Fill
Reference Datum: 0= Springline of Pipe
Type of Test:
Field: ASTM D-6938 Nuclear Gauge Method
Laboratory: AASHTO T180 Modified Proctor
The tests below meet the 98% minimum compaction requirement.
Maximum Optimum Field Dry Field Soil Pass
Test Density Moisture Density Moisture Compaction or
No. Location of Test Range (pc� (%) (pcf) (°/,) (%) Fail
53 Drainage AT S4, E Section 0-1 ft 117.1 11.0 115.6 9.8 99 Pass
54 Drainage AT S4, W Section 1-2 ft 117.1 11.0 117.0 10.0 100 Pass
55 Drainage AT S4, S Section 2-3 ft 117.1 11.0 115.4 10.1 99 Pass
56 Drainage AT S4, N Section 3-4 ft 117.1 11.0 116.5 10.0 99 Pass
57 Drainage AT S4, E Section 4-5 ft 117.1 11.0 114.5 9.9 98 Pass
58 Drainage AT S5, E Section 0-1 ft 117.1 11.0 114.8 9.7 98 Pass
59 Drainage AT S5, W Section 1-2 ft 117.1 11.0 115.1 9.8 98 Pass
60 Drainage AT S5, S Section 2-3 ft 117.1 11.0 114.9 9.8 98 Pass
61 Drainage AT S5, N Section 3-4 ft 117.1 11.0 115.0 10.0 98 Pass
62 Drainage AT S5, E Section 4-5 ft 117.1 11.0 116.8 10.0 100 Pass
63 Drainage AT S6, E Section 0-1 ft 117.1 11.0 116.1 9.9 99 Pass
64 Drainage AT S6, W Section 1-2 ft 117.1 11.0 114.6 9.7 98 Pass
65 Drainage AT S6, S Section 2-3 ft 117.1 11.0 116.1 9.8 99 Pass
66 Drainage AT S6, N Section 3-4 ft 117.1 11.0 116.4 9.9 99 Pass
67 Drainage AT S6, E Section 4-5 ft 117.1 11.0 116.9 10.5 100 Pass
68 Drainage AT S7, E Section 0-1 ft 117.1 11.0 115.6 9.8 99 Pass
69 Drainage AT S7, W Section 1-2 ft 117.1 11.0 115.9 9.9 99 Pass
70 Drainage AT S7, S Section 2-3 ft 117.1 11.0 114.5 9.7 98 Pass
71 Drainage AT S7, N Section 3-4 ft 117.1 11.0 117.0 10.2 100 Pass
72 Drainage AT S7, E Section 4-5 ft 117.1 11.0 117.2 11.1 100 Pass
To establish a mutua/ protection to Universal's clients, the Public and ourselves, al/ repo�ts are submitted as confrdential property of our clienfs and
authorization for publication of statements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval.
Page 4
Reviewed By
GFA Internafional, Inc
FBPE Registry No.4930
,�o�,,;;;;�;'-•, Digitallysigned byThomas D
`��'"E"`����o': Montano:A01410C00000178
_ ;=°' �, a.,., x =
= `� �� ,��-�� � ^ = 18498DCD000019A3
:: :;'. ' � ' '�:
c�`�.f�. ; ?`°� Date: 2021.05.20 16:14:00
;;,, � e.�,,.
� � -04'00'
Thomas Dominic Montano
Branch Manager
STATE OF FLORlDA
Professionai Engineer No. 84146
This item has been digifally signed and sealed by Thomas Dominic
Montano on the date adjacent to the sea/. Piinted copies of fhis
document are not considered signed and sealed and !he signature
must be veri�ed on any electronic copies.
To establish a mutual protection to Universal's clients, the Public and ourselves, all reports a�e submitted as confidential p�operty of our clients and
authorization for publication of statements, conclusions or extracts from or regarding Universa/'s reports is reserved pending our wriften app�ova/.
Page 5
Date: 5-14-2021 City of Okeechobee
8th Avenue Drainage Improvements
S��i�t�
B
Structure Table
Edge of Payment Elevation
Item No. Elevation
A Z'� .45
B Z1.23
C 21.13
D 21.03
jStructure Table
� � NOrtIt � SOUSh CaSi l��!C52
I
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I lio. �Strucwmsize Inlct7ype RimElev. � EL^v. I H•e. � Elcr. "elee. ;6tmElev.
� 1 iF00T i•;pi� p I;l'allc�':nlc1 Gr�lo- � _G.i ' 15.!
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PAVING GRADING AND DRAINAGE PLAN VIEW — WITHOUT AERIAL �
RIGHT OF INqY
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CONTRACTOR TO COAIPLETE ►AAINTFNANCE OF 7itAFFIC PLAN FOR REVIEW PHlOR 7D CONSiRUCTION
ONE UWE MOT IS AC(�TABLE IMhI FUCGQt A!1 DRIVEIYAY REi'LACOAET175 70 BE FIELD LOCA7ED MD WORDIHATION IMTH ONNERS
ROADWAY A1UST RE]IAIN OPEN FOR TRAFFlC AT Nl TIAIES.
ALL D(CAVATID IAA7FRIALS ARE THE PROPERTY OF 7HE diY Of 0lCFECHOBEE ALL p(C/�VA7ED MATQtIALS SHALL BE COORDINATED WI1H
hIE PUBUC WORICS DEPARTMD(T fOR ROAOVAL
PRO.ECT PRO�CT MIWHG UMITS ; EJi'IIRE ROADWAY 1M7F#H PR0.ECT AREA TO BE A�LLED A MINIMUM OF 3/4' PER N i1S
CONTRACIOR TO COOROINAiE ALL UTriITY CONFlJCiS AHD NOIiFY pTY AS HECESSMY
4 �A. �.
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C2�� before you dig,
Cfl'1' OF OFEGCHOIlEE
ii S@ 31iD:1\'E\UG
OI:GECNODEL.FL 3a97-1
(SGg�i6:-3;;_
NPDES NOTE:
CONTRAC70R TO INSURE ALL HPDES IlEMS AND INLEIS ARE SAFELY SECURED
1MTN APPl1CABLE TURBIWiY CON7ROLS IN PLACE
STRWING NOiE:
CONiRACTOR TO RESiRIPE M,L pp$'11NG PARIONG AREAS AS IH EI0S71NG CONDff10N
CONSTRUCTION PLANS FOR SOUTHEAST 8TH AVENUE "�"`
DRAINAGE IMPROVEMEM'S
CI71' OF OKEECHOBEE 2 �
PAVING, DRAINAGE CONSTRUCTION P1AN SHEEf
B
A