BCWPA C-11-REPACK_CNT2_GDR_FINAL USACE_20230929_DRAFT (3 of 6).pdf
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- Solicitation number
- W912EP24Z0002
About this file
This document is a notice for a federal contract opportunity issued by the Department of the Army Corps of Engineers Engineering District Jacksonville. The solicitation number is W912EP24Z0002 and seeks proposals for Comprehensive Everglades Restoration Plan work involving the Broward County Water Preserve Areas Contract 2. Specifically, the contract is for improvements to the C-11 Impoundment and Mitigation Area A located in Broward County, Florida. Proposals are due via the Special Notice process, with the contract to be awarded as a firm-fixed price task order under the South Florida Ecosystem Restoration Program Multiple Award Task Order Contract. The opportunity is set aside for small businesses.
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Text version
Table 3.8
LIMESTONE CORE DATA
PROJECT NAME: C-11 CANAL
PROJECT NO: P03-G-099-102A
BROWARD COUNTY, FLORIDA
N&A
Boring No.
Depth (ft) Rock Quality Designation
RQD (%)
Core Recovery
REC (%)
Remarks
C-11-1B Run 1: 5’-10’ Run 2: 10’-15’ Run 3: 15’-20’
C-11-5 Run 1: 4’-9’ Run 2: 9’-14’
C-11-6A Run 1: 5.5’-10.5’ Run 2: 10.5’-15.5’
C-11-8A Run 1: 5.5’-10.5’ Run 2: 10.5’-15.5’
C-11-9A Run 1: 6’-11’ Run 2: 11’-16’
C-11-10 Run 1: 8.5’-13.5’ Run 2: 14’-19’ Run 3: 19’-24’
C-11-14 Run 1: 7.5’-12.5’ Run 2: 12.5’-17.5’
C-11-15 Run 1: 6’-11’ Run 2: 11’-16’ Run 3: 16’-21’
C-11-16A Run 1: 7’-12’ Run 2: 12’-17’ Run 3: 17’-22’
C-11-20A Run 1: 6’-11’ Run 2: 11’-16’ Run 3: 16’-21’
C-11-24A Run 1: 8’-13’ Run 2: 13’-18’
C-11-25A Run 1: 5’-10’ Run 2: 10’-15’
C-11-26 11’-16’ 0 18 C-11-32 12’-17’ 29 55 C-11-33 Run 1: 7’-12’
Run 2: 12’-17’
C-11-34 Run 1: 9’-14’ Run 2: 16’-21’
RemarksRe
TTFT3333
FFFTTFT8080
5353 FFFTF7575
7878 FFFT
AAF733
AAAFAFAFAAF1111
2727AAAFAFAFAAF45
737AAAFAFAF
RRAAF
RRRARARAAARRAA12’12’
12’12’--17’17’
3: 17’3: 17’--22’2
55RRRARARARRAun 1: 6’6’--11’11’ Run 2: 11’’-16’16’ Run 3: 16’-21’1’
0RRRARARA
DRRA
4A4A Run 1: 8’Run 1: 8’-13’
Run 2: 13’Run 2: 13’--18’1
DDDRRRDR1111--25A25A Run 1: 5’5’--10’10’ Run 2: 10’-15’15’DDDRRRDDRCC--1111-26 11’-16’DDDDRRRDDR
CC--1111--3232 12’-17’DDDD11--3333 Run 1: 7’-12’ Run 2: 12’-17’17’DDDDRun 1: 9’Run 1: 9’--14’14’ Run 2: 16’Run 2: 16’--22DDDDD
Table 3.8 (Continued)
LIMESTONE CORE DATA
PROJECT NAME: C-11 CANAL
PROJECT NO: P03-G-099-102A
BROWARD COUNTY, FLORIDA
N&A
Boring No.
Depth (ft) Rock Quality Designation
RQD (%)
Core Recovery
REC (%)
Remarks
C-11-35A Run 1: 5’-10’ Run 2: 10’-15’
C-11-36 Run 1: 8’-13’ Run 2:13’-18’
C-11-38A 5’-10’ 37 80 C-11-40A Run 1: 5’-10’
Run 2: 10’-15’
C-11-41A 6’-11’ 0 30 C-11-42 5’-10’ 73 - C-11-43A Run 1: 5’-10’
Run 2: 10’-15’
C-11-45A Run 1: 6’-11’ Run 2: 11’-16’
C-11-46 Run 1: 8’-12’ Run 2: 12’-15’
Barrel Jammed @12’ Barrel Jammed @15’
RemarksR
TTFTFFFFTF17 FFFT
AF30
AFAFAFT
AF-
AFAFAFAF70
AFAFAFAAF8080
4040AAAFAFAFAAF2
-AAAFAFAF
RARARARAAFAA
Ta bl e 3.
C
-1
Im po un dm en t -
L im es to ne T es t D at a
A/
(B -C
B or in g
Av e
Co re
D ep th fe et B ul k sp ec
G ra v
U nc on fin ed C om pr st re ng th
, p si
Te ns ile St re ng th ps i
C -1
1- B-
2A 6.
2.
C
-1 1-
B-
6.
2.
C -1
1- 1-
B 7.
2.
C
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7.
2.
C -1
1-
7.
2.
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1-
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2.
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8- A
2.
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8.
2.
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1-
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2.
C
-1 1-
9.
2.
C
-1 1-
9.
2.
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-1 1-
2.
C -1
1-
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2.
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1-
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2.
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1- 1-
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.5 2.
C
-1 1-
8- A
2.
C
-1 1-
9- A
.5
2.
C -1
1-
.5
2.
C -1
1-
.5
2.
St re ng th
, p si
Av e
2.
.1
St re ng th
, p si
St d
D ev
0.
.3
St re ng th
, p si
M ax
2.
.0
St re ng th
, p si
M in
2.
0.
C -1
1-
7.
C -1
1-
A 7.
C
-1 1-
C
-1 1-
8.
C
-1 1-
8.
C -1
1-
9.
2.
C -1
1-
.5
C
-1 1-
A
.5
C -1
1-
A/ A
.5
C -1
1-
A/ B
.5
C -1
1-
A
.5
C
-1 1-
C -1
1-
A
Li m es to ne S pe ci fic B ul k
D en si ty v s
D ep th
2.
2.
2.
2.
2.
2.
2.
2.
2.
2.
2.
D ep th , f t
Bulk Specific Gravity
Li m es to ne U nc on fin ed
C om pr es si ve
S tr en gt h
D ep th , f ee t qu, psi
Li m es to ne T en si le T es tin g
- S tr en gt h vs D ep th
D ep th , f t
Tensile Strength, psi DRA 43 93
8 9393 55
5 49
7 DDDDRDRRRRRRRRRRRRRRRRDRDRDRDRDRDRDRDRDRDRDRDDDDDDDDDDDDRRRRRRRRRRRRRRRRRAFAAAFAFAFFF
RAF
RAF
RARARARARAAF
RARAAFAFAFF
RAF
RARARARARARARAARARARARAAAAAAFT
AAAFAFAFFFTTTTTTTTT
AFAFT
AFTFTFTFTFTFTFTTTTT
AFT
AFT
AAFAFAFFTFTFTFFFFFTFTFTFTFTFTFTFTFTFTTTFT
th
D ep th AFTTTTTTTTTTTTTTTTTTTTTFTFTFTFTFTFTFTFTFTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTTFTFT A
Li m es to ne U nc on fin ed
C om pr es si v qu, psi RAF
RRRRRRRRRRRR
DRAFT
at e St ar te d:
3/
/2
Pr oj ec t:
Jo b N o.
-1 9-
.1
C lie nt
M
AE
AS
TM
D
D
B or in g
N o.
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N o.
D ep th (F
t) M un se ll Ta re N o.
Ta re W ei gh t ( g)
W et
W ei gh t (
g) D ry W ei gh t ( g)
Af te r W as h (g
Pe rc en t W at er Pe rc en t F in es
C P2
1- B
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PA
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PA
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.9
8.
8.
.8
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1- B
C W
PA
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1.
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/2
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4.
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.3
C P2
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3.
.8
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Sc al e:
Pe rfo rm ed B y:
C
. M ar tin C he ck ed B y:
C or ey
C ha sc in
Sa m pl e
Lo ca tio n
C O
M B
IN
ED
A N
AL
YS
IS
BC
PW
A C
-1
Su pp le m en ta l L ab s
DRAFC
he AFAF
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3.
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.8
2 FAFAFFAFT
1.
99 AFT
4.
4.
68 AF
AFAFTFT
AFT
8.
40 AFT
8.
57 AFAFAFTFTFT16
1.
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8 FT
8.
68 FT
6.
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W ei gh t ( g)
W ei gh t
D ry
W ei gh t (
g) Af te r W as h
(g fte r W as P
FT
-1 9-
.1
-1
9-
C li AS
TM TFTFTTFTFTFTFT
AFT
AFAFAF
Tested By: C. Martin Checked By: Corey T. Chascin, P.E.
UNCONFINED COMPRESSION TEST
UNCONFINED COMPRESSION TEST
Wood E&I
Jacksonville, Florida
Project No.: 6738-19-5570.12
Date Sampled:
Remarks:
Depth Tested: 57.2'-57.7'
Client: Meskel & Associates Engineering, PLLC
Project: BCWPA C-11 Supplemental Labs
Location: CP21-BCWPA-01 Depth: 56.0'-61.0'
Description: Limestone LL = PI = PL = GS= 2.733 Type: Core
Sample No.
Unconfined strength, psi Undrained shear strength, psi Failure strain, % Strain rate, in./min.
Water content, % Wet density, pcf Dry density, pcf Saturation, % Void ratio Specimen diameter, in.
Specimen height, in.
Height/diameter ratio
996.50 498.25
0.5 0.010
5.2 122.1 116.1 30.3
0.4697 3.33 6.20 1.86
C om pr es si ve
S tre ss , p si
Axial Strain, %
0 0.5 1 1.5 2
DRAF
DDD:: LimestoneLimes
PL = PL DDDDRDRDRDRDRRRARARARARARAAsisi f pcfpcf n, %n, % atioatio ecimen diameter, in.ecimen men height, in.men he ameter ratioameter
996.509 498.2549
0.50.
0.00.0
Axial Strain, %xial Strain, %
11 1.5 FTFFFFTFTFTFTFTFTTTTTFTFFFFTFTFTFTFTFTTTT
AFT
AFAFAFAFTFTFTFTFTFTTT
AFT
AFAFAFAFTFTFTFTFTFTT
AFAFAFAFAFFFFFFAFAFAFAFAFFFFFAAAAAFAFAFAFT
AFAFTFTFT
AFAFT
AF1F
Tested By: C. Martin Checked By: Corey T. Chascin, P.E.
UNCONFINED COMPRESSION TEST
UNCONFINED COMPRESSION TEST
Wood E&I
Jacksonville, Florida
Project No.: 6738-19-5570.12
Date Sampled:
Remarks:
Depth Tested: 130.1'-130.6'
Client: Meskel & Associates Engineering, PLLC
Project: BCWPA C-11 Supplemental Labs
Location: CP21-BCWPA-10 Depth: 130.0'-135.0'
Description: Limestone LL = PI = PL = GS= 2.722 Type: Core
Sample No.
Unconfined strength, psi Undrained shear strength, psi Failure strain, % Strain rate, in./min.
Water content, % Wet density, pcf Dry density, pcf Saturation, % Void ratio Specimen diameter, in.
Specimen height, in.
Height/diameter ratio
104.49 52.25
1.1 0.010 24.2 109.0 87.8 70.3
0.9356 3.30 6.08 1.84
C om pr es si ve
S tre ss , p si
Axial Strain, %
0 1 2 3 4
DRAF
DDD:: LimestoneLimes
PL = PL DDDDRDRDRDRDRRRARARARARARAAsisi f pcfpcf n, %n, % atioatio ecimen diameter, in.ecimen men height, in.men he ameter ratioameter
104.49 52.255
1.11.
0.00.0
Axial Strain, %xial Strain, %
22 3 FTFFFFTFTFTFTFTFTTTTTFTFFFFTFTFTFTFTFTTTT
AFT
AFAFAFAFTFTFTFTFTFTTT
AFT
AFAFAFAFTFTFTFTFTFTT
AFAFAFAFAFFFFFFAFAFAFAFAFFFFFAAAAAFAFAFAFT
AFAFTFTFT
AFAFT1FT
Project: BCWPA C-11 Supplemental Labs Project No.:
Client: Meskel & Associates Engineering, PLLC Date Reported:
01 56.0-61.0 57.7-57.9 3/30/2021 1.58 3.32 3.2 242.5 1,916 2.11 233 10 130.0-135.0 130.6-130.8 3/30/2021 1.65 3.33 21.2 184.1 375 2.02 43
Notes:
1. Cores were received wrapped in aluminum foil. The samples were placed in an AC controlled room prior to testing.
2. Loading Rate: 600 psi/min
3. Fractures were located along the center of most specimens. Additional cracking was observed on specimens with larger voids.
4. No major defects were observed. Refer to pictures for descriptions of rock cores.
Performed By: Respectfully Submitted:
C. Martin Corey T. Chascin, P.E.
6738-19-5570.12 4/7/2021
REPORT OF SPLITTING TENSILE STRENGTH OF INTACT ROCK CORE (ASTM D3967)
Core Depth
(ft)
Ultimate Load (lb)
Tensile Strength
(psi)
Moisture Content
Dry Unit Wt.
(pcf)
T:D Thickness
(in) Diameter
(in) Boring No.
Date Tested
Test Depth
(ft) orey T. Chahaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaassscsssssssssssssssssssssss in, P.E.
y Submitttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttededededededededededeedeedeeddedddedededeeeedeededeededdddedeedeeeeeeedededeeeededdddddddedddedeedeeeedddeddddddedeeeeeeeeeeedeededdddddddeeeeeeeeeeeedddddddddddeeeeeeeeeedeededddddddddeeedededdddddeeeeed::::::::::::::::::::::::::::::::::::
DRAFT2.52.5 1,916916 2.11 2
184.184.1 375 2.022 43 ontrolled room prior to testing.ontrolled king was observed on specimens with larger voids. king was observed on specimens with larger voids.
k cores.k cores.
timate timate Load Load (lb)(lb)
T:D
FTFTTTTTFT
Respectfully S
CoreC
Tested By: M. Villatoro Checked By: Corey T. Chascin, P.E.
LIQUID AND PLASTIC LIMITS TEST REPORT
P
LA
S
TI
C
IT
Y
IN
D
E X
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 200
CL-ML
CL or O L
CH or O H
ML or OL MH or OH
Dashed line indicates the approximate upper limit boundary for natural soils
SOIL DATA
SYMBOL SOURCE
NATURAL
USCSSAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY
NO. CONTENT LIMIT LIMIT INDEX
Wood E&I
Jacksonville, Florida
Client:
Project:
Project No.:
Meskel & Associates Engineering, PLLC BCWPA C-11 Supplemental Labs
6738-19-5570.12
CP21-
BCWPA-CB-
18 185.0'-186.5' 73.8 32.5 129.2 96.7
CP21-
BCWPA-CB-
19 190.0'-191.5' 69.3 32.5 136.6 104.1DRARDRDRDRDRDRDRLIQUID LLIQUID L
30 40 50 60 70 80 90 100 130 40 50 60 70 80 90 100RAF
RAAFF
RARAARARAARRARAAF
MAAFFAFAAFFAFT
AAFFTTFTFFTTFTFFTTTFTFTTTTTTTTTTTTTTT
RARAAFAFAFFTFTFTTTTT
R
L or OLL or OL
RR
T
RRAFT
SOI
YMBOL SOURCEYMBOL SOURCE SAMPLE DEPTHLE
NO.
CP21-
BCWPA-CB-
18 185.18 185.DDCP21-
BCWPA-CB-BCWPA-CB-
DRRRARARARARAAAFAFAFAFAFTFTFTFTFTTT
DDRDRDRRARARARAAFAFAFTFTFTTTT
RAFT
RAF
DR
T
DDRAFT
DDRDRDRDDRDDD
AFAF
DDRDRDRRARARARAAFAFAFTFTFTTTT
RAFT
RAF
DR
T
DDRAFT
AFAF
DDRDRDRRARARARAAFAFAFTFTFTTTT
RAFT
RAF
DR
T
DDRAFT
DDRDRDRRARARARAAFAFAFTFTFTTTT
RAFT
RAF
DR
T
DDRAFT
DRRRARARARARAAAFAFAFAFAFTFTFTFTFTTTTTTTTTTFTFTFTFTFTFTFT
AFT
AFT
AFAFAFARARARARARARARARDRDRDRDRDRDRDDDDR
T
DRDRRDRDRDDDRDRAFT
DRDRDRDDDDD
FF
AFT
AFT
AFAFAFARARARARARARARARDRDRDRDRDRDRDDDDR
T
DRDRRDRDRDDDRDRAFT
FF
AFT
AFT
AFAFAFARARARARARARARARDRDRDRDRDRDRDDDDR
T
DRDRRDRDRDDDRDRAFT
AFT
AFT
AFAFAFARARARARARARARARDRDRDRDRDRDRDDDDR
T
DRDRRDRDRDDDRDRAFT
TT
Client: Meskel & Associates Engineering Project: BCWPA C-11 Supplemental Labs Location: Broward County, FL Project No: GTX-313573 Boring ID: CB-09 Sample ID: CP21-BCWPA-CB-09 (Shal Depth : 45.1-46.4 ft
Sample Type: cylinder Test Date: 05/18/21 Test Id: 617334
Tested By: tlm Checked By: jsc
Test Comment: --- Visual Description: Moist, limestone rock core Sample Comment: ---
Moisture Content of Soil and Rock - ASTM D2216 printed 5/21/2021 10:45:53 AM
Boring ID Sample ID Depth Description Moisture Content,%
CB-09 CP21-
BCWPA-CB-09
(Shallow)
45.1-46.4 ft --- 13.8
Notes: Temperature of Drying : 110º Celsius
DRAFTTTTTTT13.8T
Project Name: BCWPA C-11 Supplemental Labs Project Location: Broward County, FL
GTX #: 313573
Test Date: 05/18/21 Tested By: rjk Checked By: smd
Sample ID Bulk Specific
Gravity, 23/23oC
Bulk Specific Gravity (Saturated-
Surface-Dry), 23/23oC
Apparent Specific Gravity, 23/23oC
Absorption, %
CB-04
CP21-BCWPA-CB-
6.7-58.3 ft
2.21 2.30 2.43 4.01
CB-05
CP21-BCWPA-CB-
62.5-63.9 ft
2.47 2.52 2.60 2.08
CB-09
CP21-BCWPA-CB-
09 (Shallow) 45.1-46.4 ft
2.09 2.13 2.18 1.98
CB-09
CP21-BCWPA-CB-
09 (Deep) 54.3-55.3 ft
2.31 2.38 2.48 2.92
Dry, gray gravel
Dry, gray gravel
Dry, gray gravel
Specific Gravity and Absorption of Coarse Aggregate by ASTM C 127
Visual Description
Dry, gray gravel
DRAFTBulk Specific Bulk S Gravity (Saturated-Gravity
Surface-Dry), S 23/23oCC
Apparent arent Specific fic Gravity, 23/23oC
AbsorA
2.21 2.302.3 2.43
2.472.47 2.5252
2.092.09
2.312.31 ray gravelray gravel
Dry, gray gravelDry, gray gravel
AggregAggr
FFFTFTTT
RARAAFAFFTFTTTTTTTFTFT
AFAF
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DRDR
C lie nt
M es ke l &
A ss oc ia te s
En gi ne er in g
Pr oj ec t
N am e:
B C W
PA
C
-1
S up pl em en ta l L ab s
Pr oj ec t
Lo ca tio n:
B ro w ar d C ou nt y, F L
G
TX
Te st
D at e:
5/
/2
1-
5/
/2
Te st ed B y:
tlm
C he ck ed
B y:
js c
B or in g
ID
S am pl e
ID
D ep th ft
M as s of or e (a s re ce iv ed g
Le ng th cm D ia m et er cm
B ul k V ol um e, cm
Ef fe ct iv e U ni t
W ei gh t
(A s
R ec ei ve d) g/
M oi st ur e C on te nt ry
U ni t W ei gh t, g/ en si ty o f S ol id Po ro si ty
C B -0
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PA
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B
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9.
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2.
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C P2
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B
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9.
7.
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2.
1.
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C B -0
C P2
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PA
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B
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4.
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7.
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0.
1.
2.
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C B -0
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B
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Ef fe ct iv e an d D ry U ni t
W ei gh t
P or os ity b y R
TH
nd en si ty o f S ol id s by R
TH
DRAFT
D ia m et er et er cm
B ul k B u
V ol um e, V ol um e, cmm
Ef fe ct iv e U ni t ec tiv e U n W ei gh t ig ht
(A s
R ec ei ve d)
R ec ei ve d) g/ cm g/
M oi s C
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8.
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1.
2.
9.
9.
7.
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4.
5.
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8.
Po ro si ty b y
R
TH
a nd
Po ro si ty b y
R
TH
a nd s by
R
TH
y R
TH
08 AAAAAFAFFF
DDDDDRDRRARARARAAA
TTFTFTFTFT
AFAFAFAFAARARARARA
DRDRDD
nt
M es ke l &
A ss oc ia te s
En gi ne er in g
Pr oj ec t:
B C W
PA
C
-1
S up pl em en ta l L ab s Lo ca tio n:
B ro w ar d C ou nt y, F L
Pr oj ec t
N o:
G
TX
-3
B or in g
ID
C B -0
S am pl e
ID
C P2
1- B C W
PA
-C
B -0
D ep th
.7 -5
8.
ft
S am pl e
Ty pe cy lin de r Te st D at e:
/1
7/
Te st
I d:
Te st ed B y:
tlm
C he ck ed
B y:
sm d
Te st
C om m en t:
V is ua l D es cr ip tio n:
S am pl e
C om m en t:
S pl itt in g Te ns ile
S tr en gt h of
I nt ac t
Ro ck
C or e S pe ci m en s by A
S
TM
D
S p ec im en D th
T es t
N o
T h ic kn es s
(L in D ia m et er
D in
Th ic kn es s to
D ia m et er R at io
(L
D
F ai lu re
L oa d
P lb s
S p lit ti n g
T en si le
S tr en g th p si
F ai lu re
T yp e
7.
-5
7.
f t
S T-
1.
3.
0.
3, N ot
S tr ai n ra te
2.
5% /m in
A S
TM
r eq ui re s th e th ic kn es s-to -d ia m et er r at io
L/ D of e ac h te st s pe ci m en t o be b et w ee n
0.
an d
0.
Th e re po rt ed t hi ck ne ss
L) is t he a ve ra ge o f th re e m ea su re m en ts
Th e re po rt ed d ia m et er (D is t he a ve ra ge o f th re e m ea su re m en ts
Fa ilu re T yp e:
I nt ac t
M at er ia l F ai lu re
D is co nt in ui ty
F ai lu re
I nt ac t M at er ia l a nd D is co nt in ui ty
F ai lu re
(S ee a tt ac he d ph ot og ra ph s)
DRAFTTPr o T
/2
/2
Te st e C he ck ed FTFT ct R oc k
C or e S pe ci m en s ct R oc k
C or e S pe ci m e D
D
6 AF
(D
Th ic kn es s to n es s to D ia m et er
R at io R at io
(L
D
F ai lu re
L oa d
P lb s
AF
RA
3.
322 R0.
0.
RAAF
DRA
n.n.
ne ss
-t o-di am et er ne ss
-t o-di am et er s th e av er s th e av er e a e nt
M es ke l &
A ss oc ia te s
En gi ne er in g
Pr oj ec t:
B C W
PA
C
-1
S up pl em en ta l L ab s Lo ca tio n:
B ro w ar d C ou nt y, F L
Pr oj ec t
N o:
G
TX
-3
B or in g
ID
C B -0
S am pl e
ID
C P2
1- B C W
PA
-C
B -0
D ep th
.5 -6
3.
ft
S am pl e
Ty pe cy lin de r Te st D at e:
/1
7/
Te st
I d:
Te st ed B y:
tlm
C he ck ed
B y:
sm d
Te st
C om m en t:
V is ua l D es cr ip tio n:
S am pl e
C om m en t:
S pl itt in g Te ns ile
S tr en gt h of
I nt ac t
Ro ck
C or e S pe ci m en s by A
S
TM
D
S p ec im en D t
N o
T h ic kn es s
(L in D ia m et er
D in
Th ic kn es s to
D ia m et er R at io
(L
D
F ai lu re
L oa d
P lb s
S p lit ti n g
T en si le
S tr en g th p si
F ai lu re
T yp e
2.
-6
2.
f t
S T-
1.
3.
0.
2, N ot ai n ra te
2.
5% /m in
A S
TM
r eq ui re s th e th ic kn es s-to -d ia m et er r at io
L/ D of e ac h te st s pe ci m en t o be b et w ee n
0.
an d
0.
Th e re po rt ed t hi ck ne ss
L) is t he a ve ra ge o f th re e m ea su re m en ts
Th e re po rt ed d ia m et er (D is t he a ve ra ge o f th re e m ea su re m en ts
Fa ilu re T yp e:
I nt ac t
M at er ia l F ai lu re
D is co nt in ui ty
F ai lu re
I nt ac t M at er ia l a nd D is co nt in ui ty
F ai lu re
(S ee a tt ac he d ph ot og ra
/2
/2
Te st e C he ck ed FTFT ct R oc k
C or e S pe ci m en s ct R oc k
C or e S pe ci m e D
D
6 AF
(D
Th ic kn es s to n es s to D ia m et er
R at io R at io
(L
D
F ai lu re
L oa d
P lb s
AF
RA
3.
322 R0.
0.
RAAF
DRA
n.n.
ne ss
-t o-di am et er ne ss
-t o-di am et er s th e av er s th e av er e a nt
M es ke l &
A ss oc ia te s
En gi ne er in g
Pr oj ec t:
B C W
PA
C
-1
S up pl em en ta l L ab s Lo ca tio n:
B ro w ar d C ou nt y, F L
Pr oj ec t
N o:
G
TX
-3
B or in g
ID
C B -0
S am pl e
ID
C P2
1- B C W
PA
-C
B -0
(S ha llo w
D ep th
.1
-4 6.
ft
S am pl e
Ty pe cy lin de r Te st D at e:
/1
7/
Te st
I d:
Te st ed B y:
tlm
C he ck ed
B y:
sm d
Te st
C om m en t:
V is ua l D es cr ip tio n:
S am pl e
C om m en t:
S pl itt in g Te ns ile
S tr en gt h of
I nt ac t
Ro ck
C or e S pe ci m en s by A
S
TM
D
S p ec im en D t
N o
T h ic kn es s
(L in D ia m et er
D in
Th ic kn es s to
D ia m et er R at io
(L
D
F ai lu re
L oa d
P lb s
S p lit ti n g
T en si le
S tr en g th p si
F ai lu re
T yp e
6.
-4
6.
f t
S T-
1.
3.
0.
1, N ot ai n ra te
2.
5% /m in
A S
TM
r eq ui re s th e th ic kn es s-to -d ia m et er r at io
L/ D of e ac h te st s pe ci m en t o be b et w ee n
0.
an d
0.
Th e re po rt ed t hi ck ne ss
L) is t he a ve ra ge o f th re e m ea su re m en ts
Th e re po rt ed d ia m et er (D is t he a ve ra ge o f th re e m ea su re m en ts
Fa ilu re T yp e:
I nt ac t
M at er ia l F ai lu re
D is co nt in ui ty
F ai lu re
I nt ac t M at er ia l a nd D is co nt in ui ty
F ai lu re
(S ee a tt ac he d ph ot og ra
/2
/2
Te st e C he ck ed FTFT ct R oc k
C or e S pe ci m en s ct R oc k
C or e S pe ci m e D
D
6 AF
(D
Th ic kn es s to n es s to D ia m et er
R at io R at io
(L
D
F ai lu re
L oa d
P lb s
AF
RA
3.
311 R0.
0.
RAAF
DRA
n.n.
ne ss
-t o-di am et er ne ss
-t o-di am et er s th e av er s th e av er e a
Project: BCWPA C-11 Supplemental Labs Location: Broward County, FL Project No: GTX-313573 Boring ID: CB-09 Sample ID: CP21-BCWPA-CB-09 (Deep Depth : 54.3-55.3 ft
Sample Type: cylinder Test Date: 05/18/21 Test Id: 617329
Tested By: tlm Checked By: smd
Test Comment: --- Visual Description: See photograph(s) Sample Comment: ---
Bulk Density and Compressive Strength of Rock Core Specimens by ASTM D7012 Method C printed 5/19/2021 8:11:51 AM
Boring ID Sample Number
Depth Bulk Density, pcf
Compressive strength, psi
Failure Type
Meets ASTM D4543
Note(s)
CB-09 21-BCWPA-CB-
(Deep)
54.79-55.29 ft
121 323 1 No 1 , 2,*
Notes: Density determined on core samples by measuring dimensions and weight and then calculating.
All specimens tested at the approximate as-received moisture content and at standard laboratory temperature.
The axial load was applied continuously at a stress rate that produced failure in a test time between 2 and 15 minutes.
Failure Type: 1 = Intact Material Failure; 2 = Discontinuity Failure; 3 = Intact Material and Discontinuity Failure (See attached photographs)
1: Best effort end preparation. See Tolerance report for details.
2: The as-received core did not meet the ASTM side straightness tolerance due to irregularities in the sample as cored.
3: Specimen L/D < 2.
4: The as-received core did not meet the ASTM minimum diameter tolerance of 1.875 inches.
5: Specimen diameter is less than 10 times maximum particle size.
6: Specimen diameter is less than 6 times maximum particle size.
*Because the indicated tested specimens did not meet the ASTM D4543 standard tolerances, the results reported here may differ from those for a test specimen within tolerances.
DRAFTT
hodhod
Tve ve h,h, ii
FailurFa e Type
Meets ASTMets AST D4543543
Note(s)
FT
AFT323323
A T1
AFTNoFT1 , 21 , TT nsity determined on core samplensity determined on core sam ecimens tested at the appecimens tested at the ap load was applied cload was applied c
1 = Intact 1 = Intact photogrphotogr nt
M es ke l &
A ss oc ia te s
En gi ne er in g
Te st
D at e:
5/
/2
Pr oj ec t
N am e:
BC
W
PA
C -1
Su pp le m en ta l L ab s
Te st ed B y:
cm h Pr oj ec t Lo ca ti on
Br ow ar d C ou nt y, F L
C he ck ed
B y:
sm d
G
TX
B or in g
ID
C B -0
Sa m pl e
ID
C P2
1-
BC
W
PA
-C B -0
(D ee p)
D ep th
.7
9-
.2 ft Vi su al
D es cr ip ti on
Se e ph ot og ra ph s
B U
LK
D
EN
S
IT
Y
D
EV
IA
TI
O N
F R
O M
S
TR
A
IG
H
TN
ES
S
P ro ce d u re S
Sp ec im en
L en gt h, in
M ax im um g ap b et w ee n si de o f co re a nd r ef er en ce s ur fa ce p la te
Sp ec im en
D ia m et er in
Is t he m ax im um g ap
.0 in
N
O Sp ec im en M as s, g
Bu lk
D en si ty lb
/f t3
M in im u m D ia m et er
T ol er en ce M et
Y
ES
M ax im um d iff er en ce m us t be
.0 in
Le ng th t o
D ia m et er R at io
Le n g th t o D ia m et er
R at io T ol er an ce
M et
Y
ES
S tr ai g h tn es s To le ra n ce
M et
N
O
EN
D
F
LA
TN
ES
S A
N D
P A
R A
LL
EL
IS
M
P ro ce d u re F
P
EN
D
-0 .8
-0
.7
-0 .6
-0
.5
-0 .3
-0
.2
-0 .1
0.
0.
0.
0.
0.
0.
0.
0.
D ia m et er in -0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
0.
0.
0.
0.
0.
0.
0.
0.
D ia m et er in ro ta te d o )
0.
0.
0.
0.
0.
0.
0.
0.
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
D iff er en ce b et w ee n m ax a nd m in r ea di ng s, in
0°
0.
EN
D
-0
.8
-0 .7
-0
.6
-0 .5
-0
.3
-0 .2
-0
.1
0.
0.
0.
0.
0.
0.
0.
0.
D ia m et er in
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
0.
0.
0.
0.
0.
0.
0.
D ia m et er in ro ta te d o ) 0.
0.
0.
0.
0.
0.
0.
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
D iff er en ce b et w ee n m ax a nd m in r ea di ng s, in
M ax im um d iff er en ce m us t be
.0 in
D iff er en ce
.0
Fl at n es s To le ra n ce
M et
N
O
D
IA
M
ET
ER
En d
1:
Sl op e of B es t
Fi t
Li ne
0.
An gl e of
B es t Fi t Li ne
0.
En d
2:
Sl op e of B es t
Fi t
Li ne
0.
An gl e of
B es t Fi t Li ne
0.
M ax im um
A ng ul ar
D iff er en ce
0.
P ar al le li sm
T ol er an ce M et
N O
Sp he ri ca lly S ea te d
D
IA
M
ET
ER
En d
1:
Sl op e of B es t
Fi t
Li ne
0.
An gl e of
B es t Fi t Li ne
2.
En d
2:
Sl op e of B es t
Fi t
Li ne
0.
An gl e of
B es t Fi t Li ne
1.
M ax im um
A ng ul ar
D iff er en ce
0.
P ar al le li sm
T ol er an ce M et
N O
Sp he ri ca lly S ea te d
P
ER
P
EN
D
IC
U
LA
R
IT
Y
P ro ce d u re
P
(C al cu la te d fr om E nd F la tn es s an d
Pa ra lle lis m m ea su re m en ts a bo ve
EN
D
D ia m et er in
Sl op e
An gl e° Pe rp en di cu la ri ty T ol er an ce
M et
M ax im um a ng le o f de pa rt ur e m us t be
.2
5° D ia m et er in 0.
3.
0.
0.
D ia m et er in ro ta te d o )
0.
3.
0.
1.
P er p en d ic u la ri ty
T ol er an ce M et
N O
EN
D
D ia m et er in 0.
3.
0.
0.
D ia m et er in ro ta te d o )
0.
3.
0.
0.
N O
N O
3.
3.
3.
2.
N O iff er en ce
M ax im um a nd M in im um in
N O
7.
7.
7.
U N
IT
W
EI
G
H T
D
ET
ER
M
IN
A
TI
O N
A N
D D
IM
EN
S
IO
N A L
A N
D S
H A
PE
T O
LE
R A N
C
ES
O F
R O
C K C
O R E
S
PE
C
IM
EN
S B
Y A S
TM
D
Av er ag e y
0.
8x
.0
-0 .0
-0 .0
0.
0.
0.
0 -1
.0
-0 .7
-0
.5
-0 .2
0.
0.
0.
0.
1.
Dial Gage Reading, in
D ia m et er , i n
En d
D ia m et er y
-0
.0 x
0.
-0 .0
-0 .0
0.
0.
0.
0 -1
.0
-0 .7
-0
.5
-0 .2
0.
0.
0.
0.
1.
Dial Gage Reading, in
D ia m et er , i n
En d
D ia m et er y
0.
0x
0.
-0 .0
-0 .0
0.
0.
0.
0 -1
.0
-0 .7
-0
.5
-0 .2
0.
0.
0.
0.
1.
Dial Gage Reading, in
D ia m et er , i n
En d
D ia m et er y
-0
.0 x
-0 .0
-0 .0
-0 .0
0.
0.
0.
0 -1
.0
-0 .7
-0
.5
-0 .2
0.
0.
0.
0.
1.
Dial Gage Reading, in
D ia m et er , i n
En d
D ia m et er
D at ed f ro m
E nd
F la tn es s at ed f ro m
E nd
F la tn es s an d M in im um i an d M in im um i DDDRDRDRDRDRDDDDDDDDDDDDDDDDDDDRDRDRDRDRDRDRDRDR 0.
-0
.2
DRAFT
FR
O M
S
TR
A
IG
H
TN
ES
S
P ro ce d u re S
FR
O
M S
TR
A
IG
H
TN
ES
S
P ro ce d u re
S
M ax im um g ap b et w ee n si de o f co re a nd r ef er en ce s ur fa ce p la te
M ax im um g ap b et w ee n si de o f co re a nd r ef er en ce s u
Is t he m ax im um g ap << T 0
.0 in
.0 in
M ax im um d iff er en ce m u um d iff er en ce m u S tr ai g
-0 .1
0.
0.
0.
0.
0.
0.
-0 .0
0.
0.
0.
0.
0.
0.
0.
0.
0.
-0 .0
-0 .0
-0 .0
-0 .0
D iff e
0.
0.
-0 .1
0.
0.
0.
0.
-0
.0
-0
.0
-0
.0
-0
.0
0.
0.
0.
0.
0.
0.
0.
-0
.0
-0
.0
-0
.0
-0
.0
O F
R O
C K C
O R E
S
PE
C
IM
EN
S B
Y A
O F
R O
C K C
O R E
S
PE FTTTFTFTFTFT
AFAFAA
DRRRR
0.
75 DRRARARARARARARARARARARARARARARARARAAAAAAARAy
-0
-0 .0
-0 .0
0.
0.
-1 .0
-0
.7
-0 .5
Dial Gage Reading, in d
D ia m RA 1.
D ia m et e
D ia m et er
DRR Reading, R
Client: Test Date: 5/14/2021
Project Name: Tested By: cmh
Project Location: Checked By: smd
GTX #:
Boring ID:
Sample ID:
Depth (ft):
Visual Description: See photographs
END FLATNESS
END 1
Diameter 1 Is the maximum gap < +0.001 in.? NO Diameter 2 (rotated 90o) Is the maximum gap < +0.001 in.? NO
END 2
Diameter 1 Is the maximum gap < +0.001 in.? YES Diameter 2 (rotated 90o) Is the maximum gap < +0.001 in.? YES
End Flatness Tolerance Met? NO
Reliable dial gauge measurements could not be performed on this rock type. Tolerance measurements were performed using a machinist straightedge and feeler gauges to ASTM specifications.
BEST EFFORT END FLATNESS TOLERANCES OF ROCK CORE SPECIMENS TO
ASTM D4543
Meskel & Associates Engineering
BCWPA C-11 Supplemental Labs
54.79-55.29
CP21-BCWPA-CB-09 (Deep)
CB-09
313573
Broward County, FL
DRAFTS
YES
rance Met?rance NO FTE SPECIMENS TOE SPE T edgedg ions.ions.
TTTFTFTFT
AF
Project Location: Broward County, FL
GTX #: 313573
Test Date: 5/18/2021 Tested By: cmh Checked By: smd Boring ID: CB-09 Sample ID: CP21-BCWPA-CB-09 (Deep) Depth, ft: 54.79-55.29
After cutting and grinding
After break
DRAAfter cutting and grindingng an
RARAFTTTTT
Project Location: Broward County, FL
GTX #: 313573
Test Date: 5/18/2021 Tested By: kdp Checked By: smd Boring ID: CB-04 Sample ID: CP21-BCWPA-CB-04 Depth, ft: 56.70-57.32 Sample Type: rock core Sample Description:
Peak Compressive Stress: 1,108 psi
Notes: Test specimen tested at the approximate as-received moisture content and at standard laboratory temperature.
The axial load was applied continuously at a stress rate that produced failure in a test time between 2 and 15 minutes.
Young's Modulus and Poisson's Ratio calculated using the tangent to the line in the stress range listed.
Calculations assume samples are isotropic, which is not necessarily the case.
Compressive Strength and Elastic Moduli of Rock by ASTM D7012 - Method D
Stress Range, psi Young's Modulus, psi Poisson's Ratio
The strain values recorded within the first stress range for this test produce values of Poisson's Ratio that exceed maximum values found in rocks.
Intact material failure Best Effort End Preparation
400-700 5,810,000 0.31
700-1000 6,260,000
100-400 7,410,000
0.36
-3000 -2000 -1000 0 1000 2000 3000
Ve rti ca l S tre ss
(p si
MicroStrain
Stress vs. Strain
Lateral Strain Axial Strain
DR
Peak Compressive Stress:e Stre
Stress RaStress Ra
The strain values recorded wThe strain values recorde values found in rocks. values found in rocks.
11DDDRAFT
DRAF
RAF
DRAF
DRAF
DRDRDRDRRARAAFTtic Moduli of Rocktic Moduli of Rock
Method DMetho failurefailure nd Preparationnd Preparation TFTFTFTFT
RARAAAA
nt
M es ke l &
A ss oc ia te s
En gi ne er in g
Te st
D at e:
5/
/2
Pr oj ec t
N am e:
BC
W
PA
C -1
Su pp le m en ta l L ab s
Te st ed B y:
cm h Pr oj ec t Lo ca ti on
Br ow ar d C ou nt y, F L
C he ck ed
B y:
sm d
G
TX
B or in g
ID
C B -0
Sa m pl e
ID
C P2
1-
BC
W
PA
-C B -0
D ep th
.7 0-
.3 ft
Vi su al D es cr ip ti on
Se e ph ot og ra ph s
B U
LK
D
EN
S
IT
Y
D
EV
IA
TI
O N
F R
O M
S
TR
A
IG
H
TN
ES
S
P ro ce d u re S
Sp ec im en
L en gt h, in
M ax im um g ap b et w ee n si de o f co re a nd r ef er en ce s ur fa ce p la te
Sp ec im en
D ia m et er in
Is t he m ax im um g ap
.0 in
N
O Sp ec im en M as s, g
Bu lk
D en si ty lb
/f t3
M in im u m D ia m et er
T ol er en ce M et
Y
ES
M ax im um d iff er en ce m us t be
.0 in
Le ng th t o
D ia m et er R at io
Le n g th t o D ia m et er
R at io T ol er an ce
M et
Y
ES
S tr ai g h tn es s To le ra n ce
M et
N
O
EN
D
F
LA
TN
ES
S A
N D
P A
R A
LL
EL
IS
M
P ro ce d u re F
P
EN
D
-0 .8
-0
.7
-0 .6
-0
.5
-0 .3
-0
.2
-0 .1
0.
0.
0.
0.
0.
0.
0.
0.
D ia m et er in 0.
0.
0.
0.
0.
0.
0.
0.
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
D ia m et er in ro ta te d o )
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
0.
0.
0.
0.
0.
0.
0.
0.
D iff er en ce b et w ee n m ax a nd m in r ea di ng s, in
EN
D
-0
.8
-0 .7
-0
.6
-0 .5
-0
.3
-0 .2
-0
.1
0.
0.
0.
0.
0.
0.
0.
0.
D ia m et er in
0.
0.
0.
0.
0.
0.
0.
0.
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
D ia m et er in ro ta te d o ) -0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
0.
0.
0.
0.
0.
0.
0.
0.
D iff er en ce b et w ee n m ax a nd m in r ea di ng s, in
M ax im um d iff er en ce m us t be
.0 in
D iff er en ce
.0
Fl at n es s To le ra n ce
M et
N
O
D
IA
M
ET
ER
En d
1:
Sl op e of B es t
Fi t
Li ne
0.
An gl e of
B es t Fi t Li ne
0.
En d
2:
Sl op e of B es t
Fi t
Li ne
0.
An gl e of
B es t Fi t Li ne
0.
M ax im um
A ng ul ar
D iff er en ce
0.
P ar al le li sm
T ol er an ce M et
N O
Sp he ri ca lly S ea te d
D
IA
M
ET
ER
En d
1:
Sl op e of B es t
Fi t
Li ne
0.
An gl e of
B es t Fi t Li ne
0.
En d
2:
Sl op e of B es t
Fi t
Li ne
0.
An gl e of
B es t Fi t Li ne
0.
M ax im um
A ng ul ar
D iff er en ce
0.
P ar al le li sm
T ol er an ce M et
N O
Sp he ri ca lly S ea te d
P
ER
P
EN
D
IC
U
LA
R
IT
Y
P ro ce d u re
P
(C al cu la te d fr om E nd F la tn es s an d
Pa ra lle lis m m ea su re m en ts a bo ve
EN
D
D ia m et er in
Sl op e
An gl e° Pe rp en di cu la ri ty T ol er an ce
M et
M ax im um a ng le o f de pa rt ur e m us t be
.2
5° D ia m et er in 0.
3.
0.
0.
D ia m et er in ro ta te d o )
0.
3.
0.
0.
P er p en d ic u la ri ty
T ol er an ce M et
N O
EN
D
D ia m et er in 0.
3.
0.
0.
D ia m et er in ro ta te d o )
0.
3.
0.
0.
YE
S
7.
7.
7.
U N
IT
W
EI
G
H T
D
ET
ER
M
IN
A
TI
O N
A N
D D
IM
EN
S
IO
N A L
A N
D S
H A
PE
T O
LE
R A N
C
ES
O F
R O
C K C
O R E
S
PE
C
IM
EN
S B
Y A S
TM
D
Av er ag e
N O
YE
S
3.
3.
3.
.1
2.
er en ce
M ax im um a nd M in im um in y
-0 .0 x
0.
-0 .0
-0 .0
0.
0.
0.
0 -1
.0
-0 .7
-0
.5
-0 .2
0.
0.
0.
0.
1.
Dial Gage Reading, in
D ia m et er , i n
En d
D ia m et er y
0.
1x
0.
-0 .0
-0 .0
0.
0.
0.
0 -1
.0
-0 .7
-0
.5
-0 .2
0.
0.
0.
0.
1.
Dial Gage Reading, in
D ia m et er , i n
En d
D ia m et er y
-0 .0 x -0
.0
-0 .0
-0 .0
0.
0.
0.
0 -1
.0
-0 .7
-0
.5
-0 .2
0.
0.
0.
0.
1.
Dial Gage Reading, in
D ia m et er , i n
En d
D ia m et er y
0.
1x
0.
-0 .0
-0 .0
0.
0.
0.
0 -1
.0
-0 .7
-0
.5
-0 .2
0.
0.
0.
0.
1.
Dial Gage Reading, in
D ia m et er , i n
En d
D ia m et er
D at ed f ro m
E nd
F la tn es s at ed f ro m
E nd
F la tn es s an d M in im um i an d M in im um i DDDRDRDRDRDDDDRDDDDDDDDDDDDDDDDDDDDDDDDDDR y
-0
.2
1.
D ia m et e
D ia m et er
DRAFT
FR
O M
S
TR
A
IG
H
TN
ES
S
P ro ce d u re S
FR
O
M S
TR
A
IG
H
TN
ES
S
P ro ce d u re
S
M ax im um g ap b et w ee n si de o f co re a nd r ef er en ce s ur fa ce p la te
M ax im um g ap b et w ee n si de o f co re a nd r ef er en ce s u
Is t he m ax im um g ap << T 0
.0 in
.0 in
M ax im um d iff er en ce m u um d iff er en ce m u S tr ai g
-0 .1
0.
0.
0.
0.
0.
0.
0.
0.
0.
-0 .0
-0 .0
-0
.0
-0
.0
-0
.0
0.
0.
0.
0.
0.
0.
D iff e
0.
0.
-0 .1
0.
0.
0.
0.
0.
0.
0.
0.
-0
.0
-0
.0
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
0.
0.
0.
0.
O F
R O
C K C
O R E
S
PE
C
IM
EN
S B
Y A
O F
R O
C K C
O R E
S
PE FTTTFTFTFTFT
AFAFAA
DRRRRRRRRRRRR
0.
75 DRRARARARAAARARARARARARARARARARARARARAAAAAAARAy
0.
-0 .0
-0 .0
0.
0.
-1 .0
-0
.7
-0 .5
Dial Gage Reading, in d
D ia m RA
Project Location: Checked By: smd
GTX #:
Boring ID:
Sample ID:
Depth (ft):
Visual Description: See photographs
END FLATNESS
END 1
Diameter 1 Is the maximum gap < +0.001 in.? NO Diameter 2 (rotated 90o) Is the maximum gap < +0.001 in.? YES
END 2
Diameter 1 Is the maximum gap < +0.001 in.? NO Diameter 2 (rotated 90o) Is the maximum gap < +0.001 in.? YES
End Flatness Tolerance Met? NO
Reliable dial gauge measurements could not be performed on this rock type. Tolerance measurements were performed using a machinist straightedge and feeler gauges to ASTM specifications.
BEST EFFORT END FLATNESS TOLERANCES OF ROCK CORE SPECIMENS TO
ASTM D4543
Meskel & Associates Engineering
BCWPA C-11 Supplemental Labs
56.70-57.32
CP21-BCWPA-CB-04
CB-04
313573
Broward County, FL
DRAFTO
YES
rance Met?rance NO FTE SPECIMENS TOE SPE T edgedg ions.ions.
Project Location: Broward County, FL
GTX #: 313573
Test Date: 5/18/2021 Tested By: kdp Checked By: smd Boring ID: CB-04 Sample ID: CP21-BCWPA-CB-04 Depth, ft: 56.70-57.32
After cutting and grinding
After break
Project Location: Broward County, FL
GTX #: 313573
Test Date: 5/18/2021 Tested By: kdp Checked By: smd Boring ID: CB-05 Sample ID: CP21-BCWPA-CB-05 Depth, ft: 62.80-63.39 Sample Type: rock core Sample Description:
Peak Compressive Stress: 4,489 psi
Notes: Test specimen tested at the approximate as-received moisture content and at standard laboratory temperature.
The axial load was applied continuously at a stress rate that produced failure in a test time between 2 and 15 minutes.
Young's Modulus and Poisson's Ratio calculated using the tangent to the line in the stress range listed.
Calculations assume samples are isotropic, which is not necessarily the case.
Compressive Strength and Elastic Moduli of Rock by ASTM D7012 - Method D
Stress Range, psi Young's Modulus, psi Poisson's Ratio
Intact material failure Best Effort End Preparation
0.12
1600-2800 4,220,000 0.19
2800-4000 4,290,000
400-1600 2,890,000
0.22
-3000 -2000 -1000 0 1000 2000 3000
Ve rti ca l S tre ss
(p si
MicroStrain
Stress vs. Strain
Lateral Strain Axial Strain
DR
Peak Compressive Stress:e Stre
Stress RaStress Ra
4040DDDRAFT
DRAF
DRAF
DRAF
DRAF
DRDRDRDRAF
RAAFTtic Moduli of Rocktic Moduli of Rock
Method DMetho failurefailure nd Preparationnd Preparation TFTFTFTFT
AAAFAFAx nt
M es ke l &
A ss oc ia te s
En gi ne er in g
Te st
D at e:
5/
/2
Pr oj ec t
N am e:
BC
W
PA
C -1
Su pp le m en ta l L ab s
Te st ed B y:
cm h Pr oj ec t Lo ca ti on
Br ow ar d C ou nt y, F L
C he ck ed
B y:
sm d
G
TX
B or in g
ID
C B -0
Sa m pl e
ID
C P2
1-
BC
W
PA
-C B -0
D ep th
.8 0-
.3 ft
Vi su al D es cr ip ti on
Se e ph ot og ra ph s
B U
LK
D
EN
S
IT
Y
D
EV
IA
TI
O N
F R
O M
S
TR
A
IG
H
TN
ES
S
P ro ce d u re S
Sp ec im en
L en gt h, in
M ax im um g ap b et w ee n si de o f co re a nd r ef er en ce s ur fa ce p la te
Sp ec im en
D ia m et er in
Is t he m ax im um g ap
.0 in
N
O Sp ec im en M as s, g
Bu lk
D en si ty lb
/f t3
M in im u m D ia m et er
T ol er en ce M et
Y
ES
M ax im um d iff er en ce m us t be
.0 in
Le ng th t o
D ia m et er R at io
Le n g th t o D ia m et er
R at io T ol er an ce
M et
Y
ES
S tr ai g h tn es s To le ra n ce
M et
N
O
EN
D
F
LA
TN
ES
S A
N D
P A
R A
LL
EL
IS
M
P ro ce d u re F
P
EN
D
-0 .8
-0
.7
-0 .6
-0
.5
-0 .3
-0
.2
-0 .1
0.
0.
0.
0.
0.
0.
0.
0.
D ia m et er in 0.
0.
0.
0.
0.
0.
0.
0.
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
0.
0.
0.
0.
0.
0.
0.
0.
0.
D iff er en ce b et w ee n m ax a nd m in r ea di ng s, in
EN
D
-0
.8
-0 .7
-0
.6
-0 .5
-0
.3
-0 .2
-0
.1
0.
0.
0.
0.
0.
0.
0.
0.
D ia m et er in
0.
0.
0.
0.
0.
0.
0.
0.
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
D ia m et er in ro ta te d o ) -0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
0.
0.
0.
0.
0.
0.
0.
0.
0.
D iff er en ce b et w ee n m ax a nd m in r ea di ng s, in
M ax im um d iff er en ce m us t be
.0 in
D iff er en ce
.0
Fl at n es s To le ra n ce
M et
N
O
D
IA
M
ET
ER
En d
1:
Sl op e of B es t
Fi t
Li ne
0.
An gl e of
B es t Fi t Li ne
0.
En d
2:
Sl op e of B es t
Fi t
Li ne
0.
An gl e of
B es t Fi t Li ne
0.
M ax im um
A ng ul ar
D iff er en ce
0.
P ar al le li sm
T ol er an ce M et
N O
Sp he ri ca lly S ea te d
D
IA
M
ET
ER
En d
1:
Sl op e of B es t
Fi t
Li ne
0.
An gl e of
B es t Fi t Li ne
0.
En d
2:
Sl op e of B es t
Fi t
Li ne
0.
An gl e of
B es t Fi t Li ne
0.
M ax im um
A ng ul ar
D iff er en ce
0.
P ar al le li sm
T ol er an ce M et
N O
Sp he ri ca lly S ea te d
P
ER
P
EN
D
IC
U
LA
R
IT
Y
P ro ce d u re
P
(C al cu la te d fr om E nd F la tn es s an d
Pa ra lle lis m m ea su re m en ts a bo ve
EN
D
D ia m et er in
Sl op e
An gl e° Pe rp en di cu la ri ty T ol er an ce
M et
M ax im um a ng le o f de pa rt ur e m us t be
.2
5° D ia m et er in 0.
3.
0.
0.
D ia m et er in ro ta te d o )
0.
3.
0.
0.
P er p en d ic u la ri ty
T ol er an ce M et
N O
EN
D
D ia m et er in 0.
3.
0.
0.
D ia m et er in ro ta te d o )
0.
3.
0.
0.
YE
S
N O
3.
3.
3.
.1
2.
YE
er en ce
M ax im um a nd M in im um in
N O
6.
6.
6.
U N
IT
W
EI
G
H T
D
ET
ER
M
IN
A
TI
O N
A N
D D
IM
EN
S
IO
N A L
A N
D S
H A
PE
T O
LE
R A N
C
ES
O F
R O
C K C
O R E
S
PE
C
IM
EN
S B
Y A S
TM
D
Av er ag e y
-0 .0 x -0
.0
-0 .0
-0 .0
0.
0.
0.
0 -1
.0
-0 .7
-0
.5
-0 .2
0.
0.
0.
0.
1.
Dial Gage Reading, in
D ia m et er , i n
En d
D ia m et er y
0.
4x
.0
-0 .0
-0 .0
0.
0.
0.
0 -1
.0
-0 .7
-0
.5
-0 .2
0.
0.
0.
0.
1.
Dial Gage Reading, in
D ia m et er , i n
En d
D ia m et er y
-0 .0 x
0.
-0 .0
-0 .0
0.
0.
0.
0 -1
.0
-0 .7
-0
.5
-0 .2
0.
0.
0.
0.
1.
Dial Gage Reading, in
D ia m et er , i n
En d
D ia m et er y
0.
9x
.0
-0 .0
-0 .0
0.
0.
0.
0 -1
.0
-0 .7
-0
.5
-0 .2
0.
0.
0.
0.
1.
Dial Gage Reading, in
D ia m et er , i n
En d
D ia m et er
FR
O
M S
TR
A
IG
H
TN
ES
S
P ro ce d u re
S
FR
O M
S
TR
A
IG
H
TN
ES
S
P ro ce d u re S
M ax im um g ap b et w ee n si de o f co re a nd r ef er en ce s ur fa ce p la te
M ax im um g ap b et w ee n si de o f co re a nd r ef er en ce s u
Is t he m ax im um g ap << T 0
.0 in
.0 in
M ax im um d iff er en ce m u um d iff er en ce m u S tr ai g
-0 .1
0.
0.
0.
0.
0.
0.
0.
0.
0.
-0 .0
-0 .0
-0
.0
-0
.0
0.
0.
0.
0.
0.
0.
0.
D iff e
0.
0.
-0 .1
0.
0.
0.
0.
0.
0.
0.
0.
-0
.0
-0
.0
-0 .0
-0 .0
-0 .0
0.
0.
0.
0.
0.
0.
at ed f ro m E nd F la tn es s at ed f ro m E nd F la tn es s an d
M in im um i an d
M in im um i
O F
R O
C K C
O R E
S
PE
C
IM
EN
S B
Y A
O F
R O
C K C
O R E
S
PE FTTTFTFTFTFT
AFAFAA
DDDRRRRRRRRRRRR
0.
75 DRRARARARARARARARARARARARARARARARAAAAAAARAy
0.
-0 .0
-0 .0
0.
0.
-1 .0
-0
.7
-0 .5
Dial Gage Reading, in d
D ia m RA
DRDRDRDRDRDDDDDDDDDDDDDDDDDRDRDRDRDRDRDDDR
y 0.
-0
.2
1.
D ia m et e
D ia m et er
Project Location: Checked By: smd
GTX #:
Boring ID:
Sample ID:
Depth (ft):
Visual Description: See photographs
END FLATNESS
END 1
Diameter 1 Is the maximum gap < +0.001 in.? YES Diameter 2 (rotated 90o) Is the maximum gap < +0.001 in.? YES
END 2
Diameter 1 Is the maximum gap < +0.001 in.? YES Diameter 2 (rotated 90o) Is the maximum gap < +0.001 in.? NO
End Flatness Tolerance Met? NO
Reliable dial gauge measurements could not be performed on this rock type. Tolerance measurements were performed using a machinist straightedge and feeler gauges to ASTM specifications.
BEST EFFORT END FLATNESS TOLERANCES OF ROCK CORE SPECIMENS TO
ASTM D4543
Meskel & Associates Engineering
BCWPA C-11 Supplemental Labs
62.80-63.39
CP21-BCWPA-CB-05
CB-05
313573
Broward County, FL
DRAFTS
NO
rance Met?rance NO FTE SPECIMENS TOE SPE T edgedg ions.ions.
Project Location: Broward County, FL
GTX #: 313573
Test Date: 5/18/2021 Tested By: kdp Checked By: smd Boring ID: CB-05 Sample ID: CP21-BCWPA-CB-05 Depth, ft: 62.80-63.39
After cutting and grinding
After break
Project Location: Broward County, FL
GTX #: 313573
Test Date: 5/18/2021 Tested By: kdp Checked By: smd Boring ID: CB-09 Sample ID: CP21-BCWPA-CB-09 (Shallow) Depth, ft: 45.56-46.20 Sample Type: rock core Sample Description:
Peak Compressive Stress: 1,668 psi
Notes: Test specimen tested at the approximate as-received moisture content and at standard laboratory temperature.
The axial load was applied continuously at a stress rate that produced failure in a test time between 2 and 15 minutes.
Young's Modulus and Poisson's Ratio calculated using the tangent to the line in the stress range listed.
Calculations assume samples are isotropic, which is not necessarily the case.
Intact material failure Best Effort End Preparation
600-1100 2,460,000 0.15
1100-1500 1,440,000
200-600 ---
0.10
Compressive Strength and Elastic Moduli of Rock by ASTM D7012 - Method D
Stress Range, psi Young's Modulus, psi Poisson's Ratio
Young's Modulus and Poisson's Ratio could not be determined within the first stress range.
-3000 -2000 -1000 0 1000 2000 3000
Ve rti ca l S tre ss
(p si
MicroStrain
Stress vs. Strain
Lateral Strain Axial Strain
DR
Peak Compressive Stress:e Stre
Stress RaStress Ra
Young's Modulus and PoissYoung's Modulus and PoiDDDRAFT
DRAF
RAF
DRAF
DRAF
DRDRDRDRRAF
RAAFT
hallow)hallow) failurefailure nd Preparationnd Preparation tic Moduli of Rocktic Moduli of Rock Method DMetho TFTFTFTFT
AAAFAFStrain nt
M es ke l &
A ss oc ia te s
En gi ne er in g
Te st
D at e:
5/
/2
Pr oj ec t
N am e:
BC
W
PA
C -1
Su pp le m en ta l L ab s
Te st ed B y:
cm h Pr oj ec t Lo ca ti on
Br ow ar d C ou nt y, F L
C he ck ed
B y:
sm d
G
TX
B or in g
ID
C B -0
Sa m pl e
ID
C P2
1- B C W
PA
-C
B -0
(S ha llo w
D ep th
.5
6-
.2
Vi su al D es cr ip ti on
Se e ph ot og ra ph s
B U
LK
D
EN
S
IT
Y
D
EV
IA
TI
O N
F R
O M
S
TR
A
IG
H
TN
ES
S
P ro ce d u re S
Sp ec im en
L en gt h, in
M ax im um g ap b et w ee n si de o f co re a nd r ef er en ce s ur fa ce p la te
Sp ec im en
D ia m et er in
Is t he m ax im um g ap
.0 in
N
O Sp ec im en M as s, g
Bu lk
D en si ty lb
/f t3
M in im u m D ia m et er
T ol er en ce M et
Y
ES
M ax im um d iff er en ce m us t be
.0 in
Le ng th t o
D ia m et er R at io
Le n g th t o D ia m et er
R at io T ol er an ce
M et
Y
ES
S tr ai g h tn es s To le ra n ce
M et
N
O
EN
D
F
LA
TN
ES
S A
N D
P A
R A
LL
EL
IS
M
P ro ce d u re F
P
EN
D
-0 .8
-0
.7
-0 .6
-0
.5
-0 .3
-0
.2
-0 .1
0.
0.
0.
0.
0.
0.
0.
0.
D ia m et er in -0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
0.
0.
0.
0.
0.
0.
0.
D ia m et er in -0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
0.
0.
0.
0.
0.
0.
0.
0.
D iff er en ce b et w ee n m ax a nd m in r ea di ng s, in
EN
D
-0
.8
-0 .7
-0
.6
-0 .5
-0
.3
-0 .2
-0
.1
0.
0.
0.
0.
0.
0.
0.
0.
D ia m et er in
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
-0 .0
0.
0.
0.
0.
0.
0.
0.
0.
D ia m et er in ro ta te d o ) -0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
-0
.0
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0.
-0
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.0
D iff er en ce b et w ee n m ax a nd m in r ea di ng s, in
M ax im um d iff er en ce m us t be
.0 in
D iff er en ce
.0
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M et
N
O
D
IA
M
ET
ER
En d
1:
Sl op e of B es t
Fi t
Li ne
0.
An gl e of
B es t Fi t Li ne
2.
En d
2:
Sl op e of B es t
Fi t
Li ne
0.
An gl e of
B es t Fi t Li ne
2.
M ax im um
A ng ul ar
D iff er en ce
0.
P ar al le li sm
T ol er an ce M et
N O
Sp he ri ca lly S ea te d
D
IA
M
ET
ER
En d
1:
Sl op e of B es t
Fi t
Li ne
0.
An gl e of
B es t Fi t Li ne
0.
En d
2:
Sl op e of B es t
Fi t
Li ne
0.
An gl e of
B es t Fi t Li ne
0.
M ax im um
A ng ul ar
D iff er en ce
0.
P ar al le li sm
T ol er an ce M et
N O
Sp he ri ca lly S ea te d
P
ER
P
EN
D
IC
U
LA
R
IT
Y
P ro ce d u re
P
(C al cu la te d fr om E nd F la tn es s an d
Pa ra lle lis m m ea su re m en ts a bo ve
EN
D
D ia m et er in
Sl op e
An gl e° Pe rp en di cu la ri ty T ol er an ce
M et
M ax im um a ng le o f de pa rt ur e m us t be
.2
5° D ia m et er in 0.
3.
0.
1.
D ia m et er in ro ta te d o )
0.
3.
0.
0.
P er p en d ic u la ri ty
T ol er an ce M et
N O
EN
D
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3.
0.
1.
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0.
3.
0.
0.
N O
7.
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7.
U N
IT
W
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M
IN
A
TI
O N
A N
D D
IM
EN
S
IO
N A L
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D S
H A
PE
T O
LE
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C
ES
O F
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C K C
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TM
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3.
3.
3.
2.
er en ce
M ax im um a nd M in im um in y
0.
5x
0.
-0 .0
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0.
0.
0 -1
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0.
0.
0.
0.
1.
Dial Gage Reading, in
D ia m et er , i n
En d
D ia m et er y
0.
0x
.0
-0 .0
-0 .0
0.
0.
0.
0 -1
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-0
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0.
0.
0.
0.
1.
Dial Gage Reading, in
D ia m et er , i n
En d
D ia m et er y
0.
9x
0.
-0 .0
-0 .0
0.
0.
0.
0 -1
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0.
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0.
1.
Dial Gage Reading, in
D ia m et er , i n
En d
D ia m et er y
0.
7x
0.
-0 .0
-0 .0
0.
0.
0.
0 -1
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0.
0.
0.
0.
1.
Dial Gage Reading, in
D ia m et er , i n
En d
D ia m et er
D at ed f ro m
E nd
F la tn es s at ed f ro m
E nd
F la tn es s an d M in im um i an d M in im um i DDDRDRDRDRDDDDDDDRDRDRDRDDDDDDDDDDDDDDDDDDDRDRDRDRDRDRDRDR 0.
-0
.2
DRAFT
FR
O M
S
TR
A
IG
H
TN
ES
S
P ro ce d u re S
FR
O
M S
TR
A
IG
H
TN
ES
S
P ro ce d u re
S
M ax im um g ap b et w ee n si de o f co re a nd r ef er en ce s ur fa ce p la te
M ax im um g ap b et w ee n si de o f co re a nd r ef er en ce s u
Is t he m ax im um g ap << T 0
.0 in
.0 in
M ax im um d iff er en ce m u um d iff er en ce m u S tr ai g
-0 .1
0.
0.
0.
0.
0.
0.
-0 .0
-0 .0
-0 .0
0.
0.
0.
0.
-0 .0
0.
0.
0.
0.
0.
0.
D iff e
0.
0.
-0 .1
0.
0.
0.
0.
-0
.0
-0
.0
-0
.0
0.
0.
0.
0.
-0 .0
-0 .0
-0 .0
-0 .0
-0
.0
-0
.0
-0
.0
0.
O F
R O
C K C
O R E
S
PE
C
IM
EN
S B
Y A
O F
R O
C K C
O R E
S
PE FTTTFTFTFTFT
AFAFAA
DRRRR
0.
75 DRRARARARARARARARARARARARARARARARAAAAAAARAy
0.
-0 .0
-0 .0
0.
0.
-1 .0
-0
.7
-0 .5
Dial Gage Reading, in d
D ia m RA 1.
D ia m et e
D ia m et er
Project Location: Checked By: smd
GTX #:
Boring ID:
Sample ID:
Depth (ft):
Visual Description: See photographs
END FLATNESS
END 1
Diameter 1 Is the maximum gap < +0.001 in.? YES Diameter 2 (rotated 90o) Is the maximum gap < +0.001 in.? NO
END 2
Diameter 1 Is the maximum gap < +0.001 in.? YES Diameter 2 (rotated 90o) Is the maximum gap < +0.001 in.? YES
End Flatness Tolerance Met? NO
Reliable dial gauge measurements could not be performed on this rock type. Tolerance measurements were performed using a machinist straightedge and feeler gauges to ASTM specifications.
BEST EFFORT END FLATNESS TOLERANCES OF ROCK CORE SPECIMENS TO
ASTM D4543
Meskel & Associates Engineering
BCWPA C-11 Supplemental Labs
45.56-46.20
CP21-BCWPA-CB-09 (Shallow)
CB-09
313573
Broward County, FL
DRAFTS
YES
rance Met?rance NO FTE SPECIMENS TOE SPE T edgedg ions.ions.
Project Location: Broward County, FL
GTX #: 313573
Test Date: 5/18/2021 Tested By: kdp Checked By: smd Boring ID: CB-09 Sample ID: CP21-BCWPA-CB-05 Depth, ft: 62.80-63.39
After cutting and grinding
After break
Comprehensive Everglades Restoration Project, Broward County Water Preserve Areas: C-11 Impoundment, Broward County, Florida
APPENDIX C
Available Field Sample Photos
DRAFTC C
Sample Photosmple Ph
ROCK CORES
B in g
C -1
1- 1B in g
C -1
1- 1B in g
C -1
1- 3A in g
C -1
1- 4A in g
C -1
1- 5A
DRAFT
B or in g C
B or in g
C --1
-5
A in g
C -1
1- 6A
DRAFT
B or in g C
B or in g
C --1
1- 6A in g
C -1
1- 6A in g
C -1
1- 8A in g
C -1
1- 9A in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-
A
DRAFT
B or in g C
B or in g
C --1
-3
5A in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-in g
C -1
1-
&S
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
-1 .5
.J
PG
/2
9/
C
B0
.5
-3 .J
PG
/2 9/
C B0
-4 .5
.J
PG
/2
9/
C
B0
-1
0.
JP
G
/1 8/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
0-
.J
PG
/1
8/
C
B0
5-
.J
PG
/1 8/
C B0
0-
.J
PG
/1
8/
C
B0
0-
.J
PG
/2 9/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
2-
#2 .J
PG
/2 9/
C B0
2-
.J
PG
/2
9/
C B0
7-
.J
PG
/2
9/
C
B0
2-
.J
PG
/2 9/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
7-
.J
PG
/2
9/
C
B0
C
.5 -5
.J
PG
/1
8/
C B0
C
5-
.J
PG
/2 9/
C B0
C
0-
.J
PG
/2 9/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
C
0-
.J
PG
/2 9/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
0-
.J
PG
/1
7/
C
B0
5-
.J
PG
/1 7/
C B0
5-
.5 .J
PG
/1 7/
C B0
6.
5-
.J
PG
/1 7/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
8-
.5 .J
PG
/1 7/
C B0
9.
5-
.J
PG
/1 7/
C B0
1-
.5 .J
PG
/1 7/
C B0
2.
5-
.J
PG
/1 7/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
4-
.5 .J
PG
/1 7/
C B0
5.
5-
.J
PG
/1 7/
C B0
7-
.5 .J
PG
/1 7/
C B0
8.
5-
#2
.J
PG
/1
7/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
8.
5-
.J
PG
/1 7/
C B0
0-
.5 .J
PG
/1 7/
C B0
1.
5-
.J
PG
/1 7/
C B0
3-
.5 .J
PG
/1 7/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
4.
5-
.J
PG
/1 7/
C B0
6-
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PG
/1 7/
C B0
7.
5-
.J
PG
/1 7/
C B0
9-
0.
5.
JP
G
/1
7/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
C
0-
.J
PG
/1 7/
C B0
C
5-
.J
PG
/1 7/
C B0
C
0-
.J
PG
/1 7/
C B0
C
-1
0.
JP
G
/1 7/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
7-
-1
.5 .J
PG
/3 0/
C B0
7-
.5
-3 .J
PG
/3 0/
C B0
7-
-4
.5 .J
PG
/3 0/
C B0
7-
-1
0.
JP
G
/3 0/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
7-
0-
.J
PG
/3 0/
C B0
7-
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.J
PG
/3 0/
C B0
7-
0-
.J
PG
/3 0/
C B0
7-
5-
.J
PG
/3 0/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
7-
0-
.J
PG
/3 0/
C B0
7-
5-
.J
PG
/3 0/
C B0
7-
0-
.J
PG
/3 0/
C B0
7-
5-
.J
PG
/3 0/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
7-
C
-1 .5
.J
PG
/3
0/
C
B0 7-
C
.5
-3 .J
PG
/3 0/
C B0
7-
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-4 .5
.J
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/3
0/
C
B0 7-
C
-1
0.
JP
G
/3 0/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
7-
C
0-
.J
PG
/3
0/
C
B0 7-
C
5-
.J
PG
/0 1/
C B0
7-
C
0-
.J
PG
/3
0/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
-1 .5
.J
PG
/0
2/
C
B0
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-3 .J
PG
/0 2/
C B0
-5 .J
PG
/0 2/
C B0
-1 0.
JP
G
/0
2/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
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0-
.J
PG
/0
2/
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5-
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/0 2/
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5.
JP
G
/0 2/
C
0.
JP
G
/0 2/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
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W
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-C B-
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5.
JP
G
/0 2/
C B0
0-
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2/
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5-
.J
PG
/0
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C
B0
C
-1 .5
.J
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/0
3/
F:
C
ER
P
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W
PA
C P0
7-
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PA
-C B-
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JP
G
/0
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B0
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.J
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/0 3/
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3.
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.J
PG
/0
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B0
5-
.J
PG
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3/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
C
0-
.J
PG
/0 3/
C B0
C
5-
.J
PG
/0 3/
C B0
C
0-
.J
PG
/0 3/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
C B0
-1 .5
.J
PG
/3
1/
C
B0
.5
-3 .J
PG
/3 1/
C B0
-4 .5
.J
PG
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1/
C
B0
.5
-6 .J
PG
/3 1/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
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JP
G
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B0
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0-
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/3 1/
F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
BC
W
PA
-C B-
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5-
.J
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C
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F:
C
ER
P
Br ow ar d
C ou nt y
W
PA
C P0
7-
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W
PA
-C B-
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5-
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B0
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.J
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5-
.J
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C
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0-
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/0 1/
F:
C
ER
P
Br ow ar d
C ou nt y
W
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C P0
7-
BC
W
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-C B-
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5-
.J
PG
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1/
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.J
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4.
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.J
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/0 1/
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PG
/0 1/
F:
C
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P
Br ow ar d
C ou nt y
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/0 1/
C B0
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.J
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/0 1/
F:
C
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P
Br ow ar d
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/0 1/
F:
C
ER
P
Br ow ar d
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F:
C
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F:
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F:
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F:
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