L-31N SEEPAGE · Phase 1 of the Project includes construction of a foot deep Cement Bentonite (CB) slurry 35-barrier wall, along the west side of the L-31N canal starting just south

CONSTRUCTION MONITORING AND QUALITY ASSURANCE TESTING SERVICES INTERIM REPORT

PHASE 1 L-31N SEEPAGE BARRIER

Miami, Florida

Prepared for:

Miami Dade Limestone Products Association, Inc. Miami, Florida

Prepared by

AMEC Environment and Infrastructure, Inc. 2000 E. Edgewood Drive, Suite 215

Lakeland, Florida 33803

AMEC Project No. 16059X3

March 2012

TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION AND SITE LOCATION ........................................................ 1

2.0 SUMMARY OF CONSTRUCTION ACTIVITIES ........................................................... 1

3.0 QUALITY CONTROL TESTING ..................................................................................... 2

3.1 Trench Construction................................................................................................ 2

3.2 Cement-Bentonite Wall Construction ..................................................................... 3

4.0 QUALITY ASSURANCE TESTING ................................................................................ 3

LIST OF APPENDICES APPENDIX A DAILY FIELD REPORTS

APPENDIX B TRENCH SOUNDING DEPTH TABLE

APPENDIX C GEO-SOLUTIONS MIX DESIGN REPORT

APPENDIX D BENTONITE CERTIFICATES OF COMPLIANCE

APPENDIX E GEO-SOLUTIONS DAILY QUALITY CONTROL REPORTS

APPENDIX F DUNKELBERGER LABORATORY TEST RESULTS

APPENDIX G AMEC LABORATORY AND FIELD TEST RESULTS

APPENDIX H CPT LOGS AND SPT PHOTOS

Miami-Dade Limestone Products Association, Inc. AMEC Construction Monitoring and Quality Assurance March 2012 Testing Services Interim Report – Phase 1 L-31 N Seepage Barrier Page 1 Project No. 16059x3

1.0 PROJECT DESCRIPTION AND SITE LOCATION The L-31N Seepage Control Project is a key element of the plan to restore more natural water flows in Everglades National Park. The goal of the Phase 1 project is to document in the field the performance of a partially penetrating flow barrier in reducing groundwater flow from the northeast part of the park into the adjacent drainage canal. Phase 1 of the Project includes construction of a 35-foot deep Cement Bentonite (CB) slurry barrier wall, along the west side of the L-31N canal starting just south of Tamiami Trail (US Highway 41) and proceeding south for two miles. The barrier wall will be constructed in a 32-inch wide trench excavated by a large chain trencher. The trench will be backfilled with excavated spoil, so that CB wall construction can proceed in progressive panels, utilizing a track hoe to re-excavate the trench, which will be simultaneously backfilled with the CB slurry. The construction anticipated will require five to six months. HL Chapman Pipeline Construction, Inc. (HLC) of Leander, Texas contracted to construct the trench and Geo Solutions (GSI) of New Kensington, Pennsylvania contracted to construct the cement-bentonite slurry wall. AMEC Environment & Infrastructure, Inc. (AMEC) of Lakeland, FL is acting as the Engineer of Record and provides full-time quality assurance (QA) monitoring and testing. MacVicar Consulting, Inc. (MCI) of West Palm Beach, Florida is managing the project. 2.0 SUMMARY OF CONSTRUCTION ACTIVITIES The construction crews of HLC and GSI mobilized, cleared working areas, set-up plant sites, and installed silt fencing between February 3 and February 14, 2012. GCY Surveyors established a construction survey line. On February 7, 2012, HLC cut an approximate 50-foot section of trench at the north end of the project near the US41 bridge to provide a termination tie-in and exit point at the end of the wall. The trencher was then moved to the south end of the wall alignment. Trenching from the southern end of the wall was initiated on February 14, 2012. Construction of the cement-bentonite slurry wall was initiated on February 16, 2012. The slurry wall construction was typically 500 feet to 1,000 feet behind the trenching operation through the end of February. A summary of the trench and slurry wall progress is listed in Table 1:


TABLE 1 Trench and Slurry Wall Progress Summary

Date Trench Starting Station

Trench Ending Station

Trench Length (feet)

CB Wall Starting Station

CB Wall Starting Station

Length of CB Wall

(feet) 2/14/12 106+15 105+90 25 2/15/12 105+90 104+75 115 2/16/12 104+75 103+50 125 106+15 106+00 15 2/17/12 103+50 102+20 130 106+00 150+45 55 2/18/12 102+20 100+00 220 2/20/12 100+00 98+70 130 105+45 104+10 135 2/21/12 98+70 97+80 90 104+10 103+10 100 2/22/12 97+80 96+60 120 130+10 102+10 100 2/23/12 96+60 94+60 200 2/24/12 94+60 93+70 90 102+10 101+40 70 2/25/12 93+70 91+10 260 101+40 100+60 80 2/27/12 91+10 89+20 190 100+60 99+30 130 2/28/12 89+20 87+40 180 99+30 99+10 20 2/29/12 87+40 87+05 35 Summary 14 days 1,910 ft 136.4

ft/day 9 days 705 ft 78.3 ft/day

Daily Field reports are included in Appendix A. 3.0 QUALITY CONTROL TESTING 3.1 Trench Construction The seepage barrier wall design required a minimum 32-inch wide by 35-foot deep trench. The depth of the trench was established based on the angle of the chain trencher arm and a set minimum working height of the hydraulic pistons at the top of the arm. HLC spot checked the trench depth on a daily basis using probe rods and confirmed a trench depth of 35 feet to 36 feet. The chain trencher arm and cutting teeth are set to a width of 32 inches. Given the collapse of the surface soils at the trench surface and shallow groundwater table, the width of the trench has not been measured. Where the trench wall through the shallow limestone was exposed, it appeared to be at or greater than 32 inches in width. GSI is using a 28-inch wide excavation bucket, which passes through the trench without significant obstruction or sidewall scraping, which indicates the trench may be slightly wider than the minimum 32-inch width. During CB wall construction, a GSI field engineer performed depth soundings at 10-foot spacings using a weighted anchor line. The trench soundings confirmed the minimum 35-foot trench depth. Trench soundings were occasionally recorded at less than 35 feet due to settlement of residual trench cuttings prior to sounding. When this occurred, the trench was re-excavated and the minimum 35-foot depth was confirmed. Fifteen minutes after the full trench depth was confirmed, another measurement was taken to reconfirm the 35-foot depth. After the second


depth confirmation, the excavator again scraped the bottom of the trench. This activity served not only to remove additional settled material from the trench, but also to mix any remaining material with the CB slurry so that it is entrained within the CB wall. A table of trench sounding depths is shown in Appendix B. 3.2 Cement-Bentonite Wall Construction 1. Prior to initiating construction, a CB mix design laboratory trial was completed by GSI to determine the bentonite and cement ratios required to meet the design specifications. The mix design report is included in Appendix C. 2. The bentonite manufacturer, American Colloid Company, tests a sample from each shipment. The Certificates of Compliance for the first 8 railcars of bentonite are included in Appendix D. 3. Quality control monitoring is conducted by GSI and is confirmed by the AMEC QA technician. The GSI Cement-Bentonite Slurry Trench Quality Control testing daily reports are included in Appendix E. Field test results of the initial bentonite and CB slurry meet the requirements of the specifications. 4. Laboratory test results on hardened CB samples collected every 50 feet at depths of 15 and 30 feet are being performed at 14 and 28 days for compressive (UCS) strength and permeability values. A summary of the results received to date from an independent laboratory (Dunkelberger Engineering & Testing) and the individual laboratory reports are included in Appendix F. All nine 28-day UCS tests completed to date exceed the CB compressive strength specification of 10 psi. In all but two of the 39 preliminary (14-day) UCS tests completed to date, the CB compressive strength exceeded the 10 psi 28-day specification. The two samples just below the specification in the preliminary 14-day tests exceeded the specification at 28 days. All of the 28-day results showed increased compressive strengths compared to the preliminary samples. Five preliminary (14-day) triaxial permeability tests have been completed and all indicate that the 28-day permeability requirement of less than 9 x 10-6 cm/sec will be met. 4.0 QUALITY ASSURANCE TESTING 1. As part of the Quality Assurance Testing Program, AMEC has undertaken a series of laboratory tests to identify the mix proportions and gradation of the CB slurry. The CB slurry typically contains 35% to 45% fines content by weight (% passing #200 sieve), where the fines include the cement, bentonite and natural clays and silts. The +200 coarse fraction was sieved and determined to be well-graded (ground) limestone sand and gravel particles. The laboratory test results are shown in Appendix G. 2. Cone Penetration Testing (CPT) and Standard Penetration Test (SPT) sampling were undertaken approximately 2 weeks after construction on completed sections of the CB wall. The CPT was performed using both a large standard cone penetrometer truck (Ardaman) and a much smaller portable penetrometer (Insitu Group). Photos showing the two cone penetrometers and


the logs from the CPT are included in Appendix H. The location label on each of the logs indicates the distance from the proposed north end of the wall near Tamiami Trail. For example, 102+50 indicates a distance of 10,250 feet south of the north end. The southern end of the wall is located at 106+15. All of the Ardaman cone penetrometer tests fully penetrated the CB wall and hit refusal (high tip resistance) at depths between 35 and 38 feet. The refusal represents the Biscayne aquifer limestone below the bottom of the trench. The CPT logs show generally consistent properties in terms of tip resistance and pore pressure to full depth, which indicates emplacement of CB slurry to the full depth (35’) of the trench. The CPT shows small variability in the tip resistance at depth, but the pore pressure is generally consistent until it decreases sharply at refusal. The tip resistance suggests that the cone is encountering sand/gravel material that is entrained within the CB wall, but the consistent pore pressure suggests that the entrained material is not affecting the permeability of the CB wall. It was necessary to anchor the lighter Insitu cone penetrometer into the ground in order to penetrate the CB wall. After being anchored, two of the four CPTs were able to penetrate the entire CB wall (refusal at approximately 38’) while the other two hit refusal at approximately 30’. The tip resistance in the two CPT that went to the bottom of the wall again indicates consistent material throughout the CB wall. SPT sampling (using split spoon samplers) of the two-week old CB wall proved to be a challenge. Attempts were made using a straight split spoon sampling approach, as well as using drilling mud or driving casing with the split spoon. Photos of the sampling at 102+75, which were obtained by driving casing, are included in Appendix H. The recovery was generally good through the top 15-20 feet, with an average recovery of about 50% below 20 feet. It is believed that the presence of gravel within the CB wall prevented greater recoveries. Once the split spoon sampler was blocked, the still pliable CB material was pushed aside by the sampler. The SPT sampling showed that CB material was present to the full 35-foot depth of the seepage barrier. 3. AMEC completed rising head permeability tests within three holes created during SPT sampling. The water within the SPT holes was pumped out and the water level recovery was monitored. The calculated permeabilities ranged from approximately 4.7 x 10-5 cm/sec to 4.7 x 10-6 cm/sec. In the SPT holes that penetrated through the entire CB wall into the underlying aquifer, we attempted to seal the bottom of the hole by emplacing approximately 2 feet of bentonite pellets. The addition of the bottom seal and potential fracturing in the wall due to SPT sampling suggests that the permeability tests represent maximum values compared to a non-impacted section of the wall. The field permeability test results are shown in Appendix G. Quality Assurance Summary The quality assurance testing indicates that the CB wall is being constructed to full depth. There is sand/gravel entrained within the CB wall, but the five laboratory permeability tests (to date), as well as the rising head tests, indicate that the CB wall is meeting the permeability specification.

APPENDIX A

Daily Field Reports

2000 E Edgewood Dr, Ste. 215 Lakeland FL 33803 863-667-2345 www.amec.com

DAILY FIELD REPORT

Route To: Mike Kelley Copy To:

Date: 2/14/2012

Page: 1 of 1

Project No: 16059.3

Client: MDLPA

Location: L-31N (Miami-Dade County)

AMEC Staff: N. Depin

Weather: Wind Dir N Wind Speed 0-5mph Day: Monday Tuesday Wednesday Thursday

Cloudy Sunny Overcast Rainy Stormy Friday Saturday Sunday

Contractor: Geo-Solutions and H.L. Chapman Contractor’s Supervisor M. Robinson & S. Martin (resp.)

Equipment: Hours Worked: Work Performed:

Onsite 7:00-5:00 Monitoring construction of slurry wall

Lunch 12-12:15

Other Activities / Comments:

H.L. Chapman started walking the trencher to the south end, from STA 47+00.

Boat barrier was installed on February 13, 2012.

Trencher arrived at south end (STA 106+14.77) at 11:35

Geo-solutions levelled out land for trencher to walk on prior to starting trenching

Trenching started at 12:15

Small leak under silt fence was observed and fix by Geo-Solutions just after trenching started

Trenching ended for the day at 4:45 at STA 105+90


DAILY FIELD REPORT


Date: 2/15/2012

Page: 1 of 1

Project No: 16059.3

Client: MDLPA







Onsite 7:00-5:00 Tailgate safety meeting & monitoring construction of slurry wall

Lunch 1-1:15


Tailgate safety meeting with Steve Martin of H.L. Chapman

H.L. Chapman started trenching at 8:00, STA 105+90

Stoped work at 10:15 to refuel, done at 10:35

Trenching stopped at 11:30 to re-level ground under tracks, restarted at 11:50

Geo-Solutions tested the piping across the canal for leaks with no leaks observed

Trenching arm started binding at 1:00, mats were brought in and placed under tracks, restarted at 3:30

Trenching stopped at 4:40 at STA 104+75

Trencher started producing only slurry at approximately STA 105+05


DAILY FIELD REPORT


Date: 2/16/2012

Page: 1 of 1

Project No: 16059.3

Client: MDLPA


AMEC Staff: N. Depin and L. Bromwell






Lunch 12-12:15


Tailgate safety meeting with Steve Martin of H.L. Chapman

H.L. Chapman started trenching at 7:30, STA 104+75

Geo-Solution started back filling trench at south end, in attempt to start slurry wall by end of day

Jose Guardiario and Shawn Gao with SFWMD arrived on site at 10:30 and walked site until 11:15

Stoped work at 12:45 to refuel, done at 1:15

Geo-Solutions took soundings though out trenching operation and confirmed 35 foot depth. After trenching stopped soundings measure between 27 and 30 feet, due to settlement.

Geo-Solutions started digging start of slurry wall at 4:00 at STA106+14.77 and ended at 6:00 at approximately STA 106+00. Soundings were taken throughout process and confirmed 35 foot depth was achieved

Trenching stopped at 4:05 at STA 103+50, H.L. Chapman changed teeth and tightened bolts

Trenching only produced slurry throughout the entire day, little to no solids were produced off of conveyer belt


DAILY FIELD REPORT


Date: 2/17/2012

Page: 1 of 1

Project No: 16059.3

Client: MDLPA


AMEC Staff: N. Depin, L. Bromwell & J. Bailey






Lunch 12-12:15


Tailgate safety meeting

Geo-solutions tried excavating along trencher path to clean out fines

Slurry wall settled 6-18 inches overnight

Trenching started at 8:30, larger size cuttings were being produced

Geo-solutions started slurry wall at 8:50, cutting into existing slurry wall to STA 106+05

Specific gravity of 1.75 at 945 from sample out of hose

Sounding in slurry trench at 33' for STA 105+90 and 33.5' for STA 105 +80 at 1015

Trencher was "throwing rock" while mats were sunk down into mud starting at approximately STA 103+10

Sounding in slurry trench at 30' for STA 106+00 at 10:30 and 31 at 10:35 33.5' at 10:38 and 35' at10:40

Sounding in slurry trench for STA 105+90 at 35.5' at 10:42, STA 105+80 35' at 10:43, and STA 105+70 33' at 10:45

Starting new cut for slurry trench from 105+70 to 105+45 at 11:00

12:30 sounding of slurry trench at 35' entire length of wall

Sample taken at STA 105+60 at 10' with Sp Gr at 1.37 and 12.0pH at 88F at 12:35

Geo-solution completed slurry wall at 1:00, sounded trench with CB and hit 35' for STA 105+60

1:30 Sounding between trencher and slurry wall; 104+50 - 11', 104+40 - 15', 104+20 - 24', 104 +00 - 18',103+80 - 20', 103+60 - 23', 103+40 - 23'

Two gentlemen with the Everglades national park stopped by to look at job site, took photographs and spoke with Les Bromwell

1:30 jersey barriers were pushed past silt fence at STA 102+50, stopped to relieve pressure on barrier

3:00 cuttings were cleaned up and moved away from jersey barrier, started trenching

4:30 trenching stopped for the day at STA 102+20, cuttings were moved away from barriers


DAILY FIELD REPORT


Date: 2/18/2012

Page: 1 of 1

Project No: 16059.3

Client: MDLPA








Lunch None



Started trenching at 7:20

H.L. Chapman was stopping progress while mats were moved to prevent build-up of material along jersey barrier throughout the trenching process

Geo-solutions started back filling trench, preparing for a 100' slurry trench starting Monday

H.L. Chapman called at 4:30 and stated that they had stopped for the day at STA 100+00, 220' trenched for the day

Trencher was producing rock and sand off of belt all day


DAILY FIELD REPORT


Date: 2/20/2012

Page: 1 of 2

Project No: 16059.3

Client: MDLPA



Weather: Wind Dir S Wind Speed 0-5mph Day: Monday Tuesday Wednesday Thursday





Lunch 12-12:15



Geo-solutions back filled up to STA 102+00

Trenching started at 7:45; having problems getting back in trench, stopped work to re-level ground, started again at 9:15

8:10 Geo-solutions started pumping for slurry trench from STA 105+50 to 105+25 and ended at 9:45

8:45 Sample at STA 105+50 at 10' depth: Sp Gr 1.235, 86F, 11.5 pH

9:20 sounding at STA 105+50 at 30' depth and at STA 105+40 at 35'

9:30 sounding at STA 105+50 at 35' depth

10:10 sounding at STA 105+50 at 35' depth and at STA 105+40 at 35' to confirm depth after pour


10:30 trenching stopped to re-fuel for 20 minutes


Trencher not producing solid material off conveyor belt from start of day. Geo-Solution has backfilled within 110' of trencher. Trencher at STA 99+90, backfill up to STA 101+00

Aerator added at 12:15 at STA 105+40. There was a plug in tube, cleared plug and tried pumping again. CB was starting to set and aerator could not pump out mixture.

12:30 Excavator sampled slurry wall material at STA 105+20 at 35'. Sample was CB with moderate sized (0.5-1.5") rocks entrained within mixture.


Trencher producing more solids off conveyor belt at STA 99+20, with no further back filling done by Geo-Solutions.

1:30 Broken O-ring/hydraulic leak on slurry trench excavator. Fixed and digging again at 1:45


DAILY FIELD REPORT


Date: 2/20/2012

Page: 2 of 2

Project No: 16059.3

Client: MDLPA




2:15 sounding at STA 105+10 at 33' depth, STA 105+00 at 35' and at STA 104+90 at 36'


2:20 Sample at STA 105+00 at about 15' depth: Sp Gr 1.27, 88F, 12.5 pH


2:30 aerator was added to slurry wall at STA 105+15, then STA 105+10

Two piston tube samples were taken from 3:00 to 4:30 at STA 105+10 at 17' and STA 104+80 at 30'


3:30 trencher right (East) track broke at STA 98+70




5:00 sounding at STA 104+50 at 36' depth, at STA 104+40 at 35' and at STA 104+30 at 35'





DAILY FIELD REPORT


Date: 2/21/2012

Page: 1 of 2

Project No: 16059.3

Client: MDLPA








Lunch 11:30-1:15



Trenchers tracks are fixed, however, pads need to be fixed

Slurry wall settled 6-24 inches overnight

7:30 probe readings taken at STA 105+10 to 36' depth, no probe readings taken at STA 104+80 due to new slurry running past location


9:15 sounding at STA 104+10 at 35', STA 104+00 at 35' and at STA 103+90 at 36'




9:30 started trenching, producing no solids, a slurry mixture/fines


10:15 re-sounding at STA 103+90 at 36', STA 103+80 at 36' and at STA 103+70 at 36'


10:25 piston tube sample t'en at STA 104+00 at 30'

12:00 trencher right (East) track broke, fixed and trenching again at 3:00



2:00 Geo-solutions started pumping for slurry trench from STA 103+40 to 103+10 and ended at



DAILY FIELD REPORT


Date: 2/21/2012

Page: 2 of 2

Project No: 16059.3

Client: MDLPA





2:45 re-sounding at STA 103+30 at 36' depth, STA 103+20 at 36' and at STA 103+10 at 36'

2:45 piston tube sample at STA 103+50 at 30'

3:15 re-sounding at STA 103+30 at 36' depth, STA 103+20 at 36' and at STA 103+10 at 36'

3:30 cleaning pipe, Geo-Solutions done for day with slurry trench

4:35 trencher stopped at STA 97+80


DAILY FIELD REPORT


Date: 2/22/2012

Page: 1 of 2

Project No: 16059.3

Client: MDLPA








Lunch 12-12:15



Slurry wall settled approximately 6-18 inches

H.L. Chapman greasing trencher

7:50 Trenching started, producing stack able solids off belt

7:55 Geo-Solution started slurry wall from STA 103+10 to STA 102+90 ending at 9:40

8:00 probe readings at STA 104+00 ended at 9:30






9:45 started slurry wall from STA 102+90 to STA 102+65 ended at 11:15

10:00 Chapman stopped to tighten chain until 12:30



11:00 piston tube sample taken at STA 103+00 at 30'







DAILY FIELD REPORT


Date: 2/22/2012

Page: 2 of 2

Project No: 16059.3

Client: MDLPA










2:00 piston tube sample at 102+50 at 30'



4:00 trencher stopped to allow Geo-Solutions to break the pipe and move mats for tomorrow, ended at STA 96+60


DAILY FIELD REPORT


Date: 2/23/2012

Page: 1 of 1

Project No: 16059.3

Client: MDLPA


AMEC Staff: N. Depin and P. Rogers






Lunch 12-12:15



Slurry wall settled approximately 6-12 inches overnight

H.L. Chapman moving mats around, located directly infront of piping across canal, started trenching at 8:15

Geo-Solutions grubing and leveling off ground past pipeline

Geo-Solutions loaded spoils pile into truck and hauled to north end of site to clear space to trench more slurry wall

3:00 trenching stopped at STA 94+60 to refuel until 3:30 then changed teeth and lube machine till 4:30 stopped for day

Geo-Solution backfilled to STA 98+80


DAILY FIELD REPORT


Date: 2/24/2012

Page: 1 of 2

Project No: 16059.3

Client: MDLPA








Lunch



7:30 trenching started

7:45 Geo-Solutions started slurry wall from STA 102+10 to 101+90, ended at 9:50

Geo-Solutions continued to move spoils pile to north end of site, to clear room for CPT and SPT testing

8:30 Sample taken from hose: Sp Gr 1.2, 82°F, 12.0 pH

8:40 Sample taken from hose: Sp Gr 1.18

9:10 Sounding at STA 102+10 at 29’

9:15 Sounding at STA 102+10 at 35’

9:20 Soundings at STA 102+10 at 37’, STA 102+00 at 36’, and STA 101+90 at 36’


9:35 Sample at STA 102+00 at about 15' depth: Sp Gr 1.35, 90°F, 12.5 pH




10:20 piston tube sample taken at 102+00 to 32’

11:00 Soundings at STA 102+00 at 36’, STA 101+90 at 36’, STA 101+80 at 36’ and STA 101+70 at 36’

11:30 Soundings at STA 102+00 at 36’, STA 101+90 at 36’, STA 101+80 at 36’ and STA 101+70 at 36’

11:40 Geo-Solution started slurry wall from STA 101+70 to 101+50, ended at 1:05




DAILY FIELD REPORT


Date: 2/24/2012

Page: 2 of 2

Project No: 16059.3

Client: MDLPA




12:55 Soundings at STA 101+60 at 36’ and STA 101+50 at 36’

1:10 Geo-Solutions started slurry wall from STA 101+40 to 101+20, did not end do to problems with plant generator

2:00 Piston tube sample at STA 101+50

3:30 Trenching stopped due to mechanical problems at STA 93+70


DAILY FIELD REPORT


Date: 2/25/2012

Page: 1 of 1

Project No: 16059.3

Client: MDLPA


AMEC Staff: P. Rogers






Lunch





8:10 Sample taken from hose: Sp Gr 1.18, 86°F, 12.5 pH


8:50 Sounding at STA 101+50 at 36’, STA 101+40 at 36’, and STA 101+30 at 36’

9:15 Sounding at STA 101+50 at 36’, STA 101+40 at 36’, and STA 101+30 at 36’


9:40 Piston tube sample taken at STA 101+50 at 32’




12:05 Sample taken from hose: Sp Gr 1.18, 88°F




1:00 Piston tube sample taken at 101+00 to 25’, had Geo-Solutions re-dig and mix location

2:00 Piston tube sample taken at 101+00 to 20’, observed that piston tube sampler obstructed on trench wall

Geo-Solutions dug slurry wall to STA 100+60

Trenching stopped at STA 91+10


DAILY FIELD REPORT


Date: 2/27/2012

Page: 1 of 2

Project No: 16059.3

Client: MDLPA








Lunch



Geo-Solutions to start backfilling, backfill is up to STA 96+00 at started of day

Slurry wall settled 6-12 inches

7:45 Geo-Solutions started slurry trench fro STA 100+60 to STA 100+40, ended at 9:30

8:10 sample taken from hose: Sp. Gr. 1.18, 12.5 pH, 86F

8:15 Trenching started at STA 91+10, stopped about 1 hour later to install depth gauge for 1 hr






10:30 piston tube sample taken at 100+50 to a depth of 32 feet, piston would not advance further, possibly due to angled trench




12:00 trenching stopped due to excavator problems with codes until 1:30






DAILY FIELD REPORT


Date: 2/27/2012

Page: 2 of 2

Project No: 16059.3

Client: MDLPA




12:25 Geo-Solutions started slurry trench from STA 100+00 to STA 99+80, ended at 1:35




2:00 Jose and Shawn with SFWMD was on site to take pictures and look around site

2:00 piston tube sample taken at 100+00 to a depth of 27 feet, piston would not advance further, possibly due to angled trench




2:35 Sample at STA 99+50 at about 35' depth: Sp Gr 1.54, 86 F, 12.5 pH




4:30 trenching stopped at STA 89+20

4:35 backfilling stopped at STA 93+60


DAILY FIELD REPORT


Date: 2/28/2012

Page: 1 of 2

Project No: 16059.3

Client: MDLPA


AMEC Staff: N. Depin, P. Rogers and L. Bromwell






Lunch 12:00-12:15



Slurry wall settled 6-12 inches

7:30 to 9:00 probe readings completed on slurry wall at STA 100+50, 100+00 and 99+50 to depths of 36', 36' and 25' respectfully


7:45 Trenching started

8:20 pumping slurry stopped due to problems with cement silo and generator, resumed at 9:00, ended for day after cut was finished

8:30 sample taken from hose: Sp. Gr. 1.18, 12.5 pH, 86F

9:00 Ardamin arrived to complete CPT testing

9:40 CPT started at STA 106+00, ended at 9:50 at 6' in obstruction, probe was approximately 12" east of center line

9:40 sample taken at STA 99+10 at 15': Sp. Gr. 1.21, 12.5 pH, 88F

10:00 CPT was moved over center line at STA 105+00, ended at 10:30 at 34.5'

10:20 Soundings at STA 99+30 at 36', 99+20 at 36' and 99+10 at 36'

10:40 Soundings at STA 99+30 at 36', 99+20 at 36' and 99+10 at 36'

10:45 CPT at STA 104+00, ended at 11:05 at 37', pore water pressure rose around 33'

11:15 CPT at STA 103+50, ended at 11:30 at 37'


12:10 to 12:35 problems with CPT generator

12:35 CPT at STA 102+50, ended at 1:05 at 37', perm reading taken at 30'


DAILY FIELD REPORT


Date: 2/28/2012

Page: 2 of 2

Project No: 16059.3

Client: MDLPA


AMEC Staff: N. Depin, P. Rogers and L. Bromwell



1:45 trenching stopped to refuel until 2:15

3:30 trenching stopped due to problems with excavator, stopped at STA 87+40

Backfill stopped at STA 91+50


DAILY FIELD REPORT


Date: 2/29/2012

Page: 1 of 1

Project No: 16059.3

Client: MDLPA


AMEC Staff: N. Depin and M. Kelley






Lunch 11:30-12:15



H.L. Chapman is down due to excavator problems

Geo-Solutions is down due to the vibrator on cement silo not operating properly, not digging slurry wall today


Geo-Solutions clearing land and hauling spoil pile

2:00 trenching stopped for day due to electrical issues, part is on-order and is expected tomorrow 10 AM, stopped at STA 87+05

APPENDIX B

Trench Sounding Depth Table .

Date Time Station ProbeDepth (ft) Notes:

2/16/2012 6:00 PM 106+14.77 352/17/2012 10:15 AM 105+90 33 Settlement of cuttings at bottom of trench - re-excavated & sounded2/17/2012 10:15 AM 105+80 33.5 Settlement of cuttings at bottom of trench - re-excavated & sounded2/17/2012 10:30 AM 106+00 30 Settlement of cuttings at bottom of trench - re-excavated & sounded2/17/2012 10:35 AM 106+00 31 Settlement of cuttings at bottom of trench - re-excavated & sounded2/17/2012 10:38 AM 106+00 33.5 Settlement of cuttings at bottom of trench - re-excavated & sounded2/17/2012 10:40 AM 106+00 352/17/2012 10:42 AM 105+90 35.52/17/2012 10:43 AM 105+80 352/17/2012 10:45 AM 105+70 33 Settlement of cuttings at bottom of trench - re-excavated & sounded2/17/2012 12:30 PM 105+70 352/17/2012 12:30 PM 105+60 352/20/2012 9:20 AM 105+50 30 Settlement of cuttings at bottom of trench - re-excavated & sounded2/20/2012 9:20 AM 105+40 352/20/2012 9:30 AM 105+50 352/20/2012 10:10 AM 105+50 352/20/2012 10:10 AM 105+40 352/20/2012 11:00 AM 105+30 352/20/2012 11:00 AM 105+20 352/20/2012 2:15 PM 105+10 33 Settlement of cuttings at bottom of trench - re-excavated & sounded2/20/2012 2:15 PM 105+00 352/20/2012 2:15 PM 104+90 362/20/2012 2:18 PM 105+10 352/20/2012 2:18 PM 105+00 352/20/2012 2:18 PM 104+90 362/20/2012 4:15 PM 104+50 352/20/2012 4:45 PM 104+40 352/20/2012 5:00 PM 104+50 362/20/2012 5:00 PM 104+40 352/20/2012 5:00 PM 104+30 352/20/2012 5:30 PM 104+30 362/20/2012 5:30 PM 104+20 362/20/2012 5:30 PM 104+10 362/20/2012 5:50 PM 104+30 362/20/2012 5:50 PM 104+20 362/20/2012 5:50 PM 104+30 362/21/2012 9:15 AM 104+10 352/21/2012 9:15 AM 104+00 352/21/2012 9:15 AM 103+90 362/21/2012 10:00 AM 103+90 362/21/2012 10:00 AM 103+80 362/21/2012 10:00 AM 103+70 362/21/2012 10:15 AM 103+90 362/21/2012 10:15 AM 103+80 362/21/2012 10:15 AM 103+70 362/21/2012 12:20 PM 103+70 362/21/2012 12:20 PM 103+60 362/21/2012 12:20 PM 103+50 362/21/2012 12:40 PM 103+70 362/21/2012 12:40 PM 103+60 362/21/2012 12:40 PM 103+50 362/21/2012 2:30 PM 103+30 352/21/2012 2:30 PM 103+20 362/21/2012 2:30 PM 103+10 362/21/2012 2:45 PM 103+30 362/21/2012 2:45 PM 103+20 362/21/2012 2:45 PM 103+10 362/21/2012 3:15 PM 103+30 362/21/2012 3:15 PM 103+20 362/21/2012 3:15 PM 103+10 362/22/2012 9:15 AM 102+90 362/22/2012 9:15 AM 103+00 36

Miami-Dade Limestone Products Association, Inc. Construction Monitoring and Quality Assurance Testing Services Interim Report - Phase 1 L-31 N Seepage Barrier

AMEC Project No: 16059x3

APPENDIX

nancy.barry

Text Box

TABLE B-1 Trench Sounding Depths


2/22/2012 9:15 AM 103+10 362/22/2012 9:30 AM 102+90 362/22/2012 9:30 AM 103+00 362/22/2012 9:30 AM 103+10 362/22/2012 9:40 AM 102+90 362/22/2012 9:40 AM 103+00 362/22/2012 9:40 AM 103+10 362/22/2012 10:45 AM 102+65 362/22/2012 10:45 AM 102+70 362/22/2012 10:45 AM 102+80 362/22/2012 11:00 AM 102+65 362/22/2012 11:00 AM 102+70 362/22/2012 11:00 AM 102+80 362/22/2012 11:15 AM 102+65 362/22/2012 11:15 AM 102+70 362/22/2012 11:15 AM 102+80 362/22/2012 12:15 PM 102+60 362/22/2012 12:15 PM 102+50 362/22/2012 12:15 PM 102+40 362/22/2012 12:30 PM 102+60 362/22/2012 12:30 PM 102+50 362/22/2012 12:30 PM 102+40 362/22/2012 1:35 PM 102+40 362/22/2012 1:35 PM 102+30 362/22/2012 1:35 PM 102+25 362/22/2012 1:50 PM 102+40 362/22/2012 1:50 PM 102+30 362/22/2012 1:50 PM 102+25 362/22/2012 2:50 PM 102+30 362/22/2012 2:50 PM 102+20 362/22/2012 2:50 PM 102+10 362/22/2012 3:10 PM 102+30 362/22/2012 3:10 PM 102+20 362/22/2012 3:10 PM 102+10 362/24/2012 9:10 AM 102+10 29 Settlement of cuttings at bottom of trench - re-excavated & sounded2/24/2012 9:15 AM 102+10 352/24/2012 9:20 AM 102+10 372/24/2012 9:20 AM 102+00 362/24/2012 9:20 AM 101+90 362/24/2012 9:35 AM 102+10 372/24/2012 9:35 AM 102+00 362/24/2012 9:35 AM 101+90 362/24/2012 9:50 AM 102+10 372/24/2012 9:50 AM 102+00 362/24/2012 9:50 AM 101+90 362/24/2012 11:00 AM 102+00 362/24/2012 11:00 AM 101+90 362/24/2012 11:00 AM 101+80 362/24/2012 11:00 AM 101+70 362/24/2012 11:30 AM 102+00 362/24/2012 11:30 AM 101+90 362/24/2012 11:30 AM 101+80 362/24/2012 11:30 AM 101+70 362/24/2012 12:55 PM 101+60 362/24/2012 12:55 PM 101+50 362/25/2012 8:50 AM 101+50 362/25/2012 8:50 AM 101+40 362/25/2012 8:50 AM 101+30 362/25/2012 9:15 AM 101+50 362/25/2012 9:15 AM 101+40 362/25/2012 9:15 AM 101+30 362/25/2012 10:00 AM 101+30 36



APPENDIX

nancy.barry

Text Box

TABLE B-1 (Cont.) Trench Sounding Depths


2/25/2012 10:00 AM 101+20 362/25/2012 10:00 AM 101+10 362/25/2012 12:20 PM 101+10 362/25/2012 12:20 PM 101+00 362/25/2012 12:20 PM 100+90 362/27/2012 9:10 AM 100+60 362/27/2012 9:10 AM 100+50 362/27/2012 9:10 AM 100+40 362/27/2012 9:25 AM 100+60 362/27/2012 9:25 AM 100+50 362/27/2012 9:25 AM 100+40 362/27/2012 10:30 AM 100+40 362/27/2012 10:30 AM 100+30 362/27/2012 10:30 AM 100+20 362/27/2012 10:45 AM 100+40 362/27/2012 10:45 AM 100+30 362/27/2012 10:45 AM 100+20 362/27/2012 12:00 PM 100+20 362/27/2012 12:00 PM 100+10 362/27/2012 12:00 PM 100+00 362/27/2012 12:15 PM 100+20 362/27/2012 12:15 PM 100+10 362/27/2012 12:15 PM 100+00 362/27/2012 1:20 PM 100+00 362/27/2012 1:20 PM 99+90 362/27/2012 1:20 PM 99+80 362/27/2012 1:35 PM 100+00 362/27/2012 1:35 PM 99+90 362/27/2012 1:35 PM 99+80 362/27/2012 2:15 PM 99+80 362/27/2012 2:15 PM 99+70 362/27/2012 2:15 PM 99+60 362/27/2012 2:30 PM 99+80 362/27/2012 2:30 PM 99+70 362/27/2012 2:30 PM 99+60 362/27/2012 3:20 PM 99+50 362/27/2012 3:20 PM 99+40 362/27/2012 3:20 PM 99+30 362/27/2012 3:40 PM 99+50 362/27/2012 3:40 PM 99+40 362/27/2012 3:40 PM 99+30 362/28/2012 10:20 AM 99+30 362/28/2012 10:20 AM 99+20 362/28/2012 10:20 AM 99+10 362/28/2012 10:40 AM 99+30 362/28/2012 10:40 AM 99+20 362/28/2012 10:40 AM 99+10 36



APPENDIX

nancy.barry

Text Box

TABLE B-1 (Cont.) Trench Sounding Depths

APPENDIX C

Geo-Solutions Mix Design Report

APPENDIX D

Bentonite Certificates of Compliance

APPENDIX E

Geo-Solutions Daily Quality Control Reports

CEMENT-BENTONITE SLURRY TRENCH QUALITY CONTROL

Date: 2/16/12 Job Name: Phase 1 Cement Bentonite Seepage Barrier L-31N Canal

Job Number: P-1147

Excavation

Comments Station Depth

106+ 15 35 Excavated out the lead-in slope created by the trenching machine from 106+15 to.

106+10 35 106+35. Continued with the actual trench alignment for 15 feet. Measured the

106+00 35 trench with the sounding weight, which went to the bottom with minimal effort.

Once the excavation was completed, we left the trench sit for ½ hour and re-

measured the trench for settlement. All measurements were the same, which

indicates that no significant settlement had occurred.

SF Today: 525

SF To-Date: 525

WATER FOR SLURRY MIXING (1 per week)

Time pH Hardness (ppm) Alkalinity (ppm) TDS (ppm)

INITIAL BENTONITE SLURRY

Time Viscosity (sec) Density (pcf) pH Filtrate (cc)

10:15 AM 50 65.5 8.0 10.5

1:22 PM 47 65.5 8.0

2:15 PM 50

5:30 PM 49

CEMENT BENTONITE SLURRY AT THE TRENCH (4 per shift)

Time Station Depth (ft) Viscosity (sec) Density (pcf) pH Temp (F)

CEMENT BENTONITE SLURRY AT THE PLANT (2 per shift)

Time Viscosity (sec) Density (pcf) pH Temp (ºF)

1:30 PM Too thick for funnel 74.0 13.0 90

CEMENT BENTONITE SAMPLES

Time Location Station Depth (ft)

None

COMMENTS

Started excavation of the lead-in trench at 3:45PM. Did not perform a complete set of testing, due to late start.



Job Number: P-1147

Excavation


105+90 35

105+80 35

105+70 35

105+60 35

105+50 35

SF Today: 1750

SF To-Date: 2275





7:55 AM 48 65.5 8.0 15.5

7:55 am 53 65.5 8.0

11.: 00 am 47

11:00 am 48



9: 45 am 105+90 10 Too thick 81.0 11.5 85

12:30 pm 105+60 10 Too thick 85.5 12.0 88



8:30 am Too thick for funnel 1.18 14.0 80

12:30 pm Too thick for funnel 1.18 13 90



9:45 am Trench 105+90 10

12:30 pm Trench 105+60 10

COMMENTS

Continued slurry trench excavation. The trench soundings are indicating that there is little to no settlement after

15 -20 minutes between measurements.



Job Number: P-1147

Excavation


105+40 35

105+30 35 Excavation began at 7:35 AM. Once the excavation of a panel was completed, we

105+20 35 left the trench sit for 15 minutes before re-measuring the trench. All measurements

105+10 35 were the same, indicating no significant settlement has occurred.

105+00 35

104+90 35

104+80 35

104+70 35

104+60 35

104+50 35

104+40 35

104+30 35

104+20 35

104+10 35

SF Today: 4900

SF To-Date: 7175





7:30 AM 46 65.5 - -

9:40 AM 48 - 8 -

11:50 AM 49 65.5 - -

12:40 PM 49 65.5 7.5 13.5



8:40 AM 105+50 10 Too Thick 77.0 11.5 86

2:15 PM 105+00 15 Too Thick 79.5 12.5 88

2:15 PM 105+00 30 Too Thick 85.0 12.5 88

4:45 PM 104+50 15 Too Thick 82.0 12.5 88



7:20 AM Too Thick 73.5 12 80

1:00 PM Too Thick 73.5 13 84



2:15 PM Trench 105+00 15’

2:15 PM Trench 105+00 30’

4:45 PM Trench 104+50 15’

4:45 PM Trench 104+50 30’

COMMENTS



Job Number: P-1147

Excavation


104+00 35


103+80 35 left the trench sit for 15 minutes before re-measuring the trench. All measurements

103+70 35 were the same, indicating no significant settlement has occurred.

103+60 35

103+50 35

103+40 35

103+30 35

103+20 35

130+10 35

SF Today: 3500

SF To-Date: 10,675



5:00 PM 7.5 120 180 500



7:30 AM 60 65.5 7.5 -

9:10 AM 48 65.5 - -

11:00 AM 48 65.5 - -

1:00 PM 47 65.5 8 13.0



9:20 AM 104+00 15 Too Thick 85.5 12.5 84

9:20 PM 104+00 30 Too Thick 90.5 12.5 84

11:45 AM 103+50 15 Too Thick 98.5 12.5 84

2:35 PM 103+20 15 Too Thick 90.5 12.5 84



7:06 AM Too Thick 73.5 13 78

12:06 PM Too Thick 73.5 13 84



9:20 AM Trench 104+00 15’

9:20 AM Trench 104+00 30’

11:45 AM Trench 103+50 15’

11:45 AM Trench 103+50 30’

COMMENTS

12:45 PM to 2:00 PM replaced leaking bucket cylinder hose. Hydraulic oil spill was contained and cleaned-up.

No hydraulic oil release into the canal.



Job Number: P-1147

Excavation


103+00 35


102+80 35 left the trench sit for 15 minutes before re-measuring the trench. Then, we left the

102+70 35 trench sit for another 15 minutes before re-measuring the trench once again.

102+60 35 All measurements at the same locations were the same, indicating no significant

102+50 35 settlement has occurred.

102+40 35

102+30 35

102+20 35

102+10 35

SF Today: 3500

SF To-Date: 14,175





7:30 AM 46 65.0 7.5 -

11:45 AM 49 65.5 - 12.5

2:30 PM 50 66.0 8 -

3:40 PM 48 65.0 - -



9:33 AM 103+00 15 Too Thick 77.0 12.5 84

9:33 AM 103+00 30 Too Thick 89.0 12.5 86

12:30 PM 102+50 15 Too Thick 85.0 12.5 86

12:30 PM 102+50 30 Too Thick 94.5 12.5 86



7:38 AM Too Thick 73.5 13 81

12:06 PM Too Thick 74.0 13 88



9:33 AM Trench 103+00 15’

9:33 AM Trench 103+00 30’

12:30 PM Trench 102+50 15’

12:30 PM Trench 102+50 30’

COMMENTS



Job Number: P-1147

Excavation


Did not perform any slurry wall excavation today due to trencher operations..

The slurry line crossing over the wall alignment was disconnected to allow for

HL Chapman to continue trenching.

SF Today: 0

SF To-Date: 14,175





7:45 AM 55 65.5 - -







COMMENTS

No testing today.



Job Number: P-1147

Excavation


102+00 35

101+90 35 Excavation began at 7:34 AM. Continued to excavate to minimize the amount of

101+80 35 suspended solids.

101+70 35

101+60 35

101+50 35

SF Today: 2100

SF To-Date: 16,275





7:15 AM 47 65.5 8 -

10:30 AM 47 65.0 - -

12:30 PM 49 65.5 8 12.5

3:00 PM 49 65.5 - -



9:35 AM 102+00 15 Too Thick 84.5 12.5 90

9:35 AM 102+00 30 Too Thick 84.5 12.5 90

12:45 PM 101+50 15 Too Thick 91.0 12.5 88

12:45 PM 101+50 30 Too Thick 91.0 12.5 88



7:45 AM Too Thick 73.5 13 90

10:35 PM Too Thick 73.5 13 85



9:35 AM Trench 102+00 15’

9:35 AM Trench 102+00 30’

12:45 PM Trench 101+50 15’

12:45 PM Trench 101+50 30’

COMMENTS

1:20 PM Excavation ceased due to generator failure. Stations 101+40 and 101+30 were excavated to 25ft below

ground surface when the shutdown occurred. Excavation was unable to recommence the rest of the work day.

Panel will be re-excavated tomorrow. The square footage for the re-dig area is not accounted for on this report.



Job Number: P-1147

Excavation


101+40 35

101+30 35 Excavation began at 7:47 AM. Continued normal slurry wall trenching.

101+20 35

101+10 35

101+00 35

100+90 35

100+80 35

100+70 35

100+60 35

SF Today: 3150

SF To-Date: 19,425





7:50 AM 59 65.5 8 -

10:30 AM 54 65.5 - 13

11:30 AM 49 65.5 7.5 -

1:40 PM 50 65.5 - -



8:20 AM 102+40 15 Too Thick 74.5 12.5 86

12:10 PM 101+10 1 Too Thick 74.5 12.5 88

12:35 PM 101+00 15 Too Thick 89.0 12.5 90

12:35 PM 101+00 30 Too Thick 89.5 12.5 90



7:28 AM Too Thick 73.5 13 80

12:41 PM Too Thick 73.5 13 90



12:35 PM Trench 101+00 15

12:35 PM Trench 101+00 30

COMMENTS

Re-excavated stations 101+40 and 101+30 to required depth (35 ft). This was the area that was not completed

yesterday, due to generator failure.

APPENDIX F

Dunkelberger Laboratory Test Results

APPENDIX G

AMEC Laboratory and Field Test Results

MOISTURE CONTENT AND WET SIEVE ANALYSIS ASTM C117, D1140, D2216, D2487, D4643

CLIENT: Miami-Dade Limestone Products Association, Inc. Test Date:Address: 13292 N.W. 118th Avenue Project #:

Miami, FL 33178 Requested By: Tested By:

Checked By:Project: L-31N Slurry Wall

Location: Miami, FL

Weight of Weight of Weight of Weight of % FinerContainer + Container + Weight of Solids Moisture Container + Container + Dry Than #200

Wet Soil Dry Soil Container Content Content Dry Soil Washed Soil Sieve(grams) (grams) (%) (%) (grams) (grams) (%)

338.64 245.55 9.49 71.7 39.4 245.55 146.65 41.9

326.06 227.53 9.34 68.9 45.2 227.53 158.84 31.5

304.83 193.07 9.33 62.2 60.8 193.07 131.18 33.7

319.28 190.75 9.32 58.5 70.8 190.75 110.95 44.0

389.74 255.47 9.47 64.7 54.6 255.47 142.69 45.8

434.43 296.33 9.47 67.5 48.1 296.33 195.47 35.2

364.73 220.11 9.46 59.3 68.7 220.11 134.08 40.8

Notes:

102+50, 30'

102+60, 32'

103+50, 30'

105+10, 17'

104+80, 30'

103+00, 30'

Sample No.and Depth

104+00, 30'

February 27, 201216059X3.02

% Solids, Moisture Content Wet Sieve Test

M. KelleyJ. Bailey / nbM. Kelley

2000 E. Edgewood Drive, Ste 215, Lakeland, FL 33803 Phone: (863) 667-2345 Fax: (863) 667-2662 Revisions (4)

MECHANICAL GRADATION SIEVE ANALYSISASTM C136, D421 & D422

Miami-Dade Limestone Products Association, Inc. Test Date:13292 N.W. 118th Avenue Project #: 16059X3.02Miami, FL 33178 Requested By: M. Kelley

Tested By: J. Bailey / nbChecked By: M. Kelley

L-31N Slurry WallDry Soil + Container: 245.55

Container Weight.: 9.49 gramsDry Soil: 236.06 grams

Dry Wash + Cont.: 146.65 gramsDry Washed Soil: 137.16 grams

Remarks:

Sieve Sieve Sieve Sieve Soil Accumulative Accumulative PercentNumber Opening Weight Weight + Weight Retained Percent Finer

Soil Retained Retained(mm) (grams) (grams) (grams) (grams) (%) (%)

3/4 19.000 823.12 823.12 0.0 0.00 0 100.0

3/8 9.500 489.85 499.55 9.7 9.70 4 95.9

4 4.750 694.08 720.84 26.8 36.46 15 84.6

10 2.000 469.02 500.71 31.7 68.15 29 71.1

20 0.850 630.55 649.32 18.8 86.92 37 63.2

40 0.425 378.77 388.79 10.0 96.94 41 58.9

60 0.250 520.91 528.57 7.7 104.60 44 55.7

80 0.180 353.08 358.79 5.7 110.31 47 53.3

100 0.150 347.42 350.49 3.1 113.38 48 52.0

200 0.075 483.4 506.73 23.3 136.71 58 42.1

Pan 0.000 500 598.90 98.9 235.61 100 0.2

February 27, 2012CLIENT:

Address:

Grain Size Distribution Data

Sample ID:Visual Description:

Project:Location:

105+10, 17'

USCS Classification:

St# 102+60, 32'

0

10

20

30

40

50

60

70

80

90

100

0.0010.0100.1001.00010.000100.000

Per

cen

t F

iner

Grain Size in Millimeters

GRAVEL SAND SILT OR CLAY

COARSE FINE COARSE MEDIUM FINE

SIZE SIEVE

3 2 1

3/42 1/2 1 1/2

1/2 1/4

3/8

8 803016 50

100 20020 6040104

2000 E. Edgewood Drive, Ste. 215, Lakeland, FL 33803 Phone: (863) 667-2345 Fax: (863) 667-2662 Revision (4) 3/22/11 nab

MECHANICAL GRADATION SIEVE ANALYSISASTM C136, D421 & D422

Miami-Dade Limestone Products Association, Inc. Test Date:13292 N.W. 118th Avenue Project #: 16059X3.02Miami, FL 33178 Requested By: M. Kelley

Tested By: J. Bailey / nbChecked By: M. Kelley

L-31N Slurry WallDry Soil + Container: 220.11

Container Weight.: 9.46 gramsDry Soil: 210.65 grams

Dry Wash + Cont.: 134.08 gramsDry Washed Soil: 124.62 grams

Remarks:

Sieve Sieve Sieve Sieve Soil Accumulative Accumulative PercentNumber Opening Weight Weight + Weight Retained Percent Finer

Soil Retained Retained(mm) (grams) (grams) (grams) (grams) (%) (%)

3/4 19.000 823.12 823.12 0.0 0.00 0 100.0

3/8 9.500 489.85 494.46 4.6 4.61 2 97.8

4 4.750 694.08 711.11 17.0 21.64 10 89.7

10 2.000 469.02 491.39 22.4 44.01 21 79.1

20 0.850 630.55 653.10 22.6 66.56 32 68.4

40 0.425 378.77 394.98 16.2 82.77 39 60.7

60 0.250 520.91 536.44 15.5 98.30 47 53.3

80 0.180 353.08 363.99 10.9 109.21 52 48.2

100 0.150 347.42 353.52 6.1 115.31 55 45.3

200 0.075 483.4 492.73 9.3 124.64 59 40.8

Pan 0.000 500 586.06 86.1 210.70 100 0.0

102+60, 32'

CLIENT: February 27, 2012Address:

Visual Description:USCS Classification:

Grain Size Distribution Data

Project:Location: St# 105+00, 17'

Sample ID:

0

10

20

30

40

50

60

70

80

90

100

0.0010.0100.1001.00010.000100.000

Per

cen

t F

iner

Grain Size in Millimeters

GRAVEL SAND SILT OR CLAY

COARSE FINE COARSE MEDIUM FINE

SIZE SIEVE

3 2 1

3/42 1/2 1 1/2

1/2 1/4

3/8

8 803016 50

100 20020 6040104

2000 E. Edgewood Drive, Ste. 215, Lakeland, FL 33803 Phone: (863) 667-2345 Fax: (863) 667-2662 Revision (4) 3/22/11 nab

Rising-Head Test Well ID: STA- 102+50 Date: 3/9/2012 Client: MDLPATime: 2:41 PM Test No.: 1 Personnel: ND Project Name: L-31N

Project Number: 16059.3Total Hole Depth: 21.41 feet BGSInitial Depth to Water: 2.35 feet BGSInitial Ht of Water 19.06 feet

Depth to Depth below Elapsed dy/dtWater GWT Time 5min increment

(feet, BGS) (y, feet) (t, minutes) (ft/min) Boast & Kirkham (1971) Auger Hole Method0 Lw 19.06 ft

4.70 2.35 1 y (at dy/ft) 1.92 ft4.64 2.29 2 H 35 ft4.62 2.27 3 rw 0.125 ft4.55 2.20 4 Lw/rw 18304.47 2.12 5 0.058 y/lw 0.1014.43 2.08 6 (H-Lw)/Lw 0.836 for infinite perm layer4.40 2.05 7 Ca 0.20 interprepted from Ca chart4.36 2.01 84.30 1.95 9 dy/dt 0.04 ft/min from early part of curve4.27 1.92 10 0.040 dy/dt 0.020 cm/sec4.23 1.88 11 Kh 4.7E-06 cm/s4.21 1.86 124.19 1.84 134.15 1.80 144.12 1.77 15 0.0304.08 1.73 17 US Navy (1974) Variable Head Test in Uncased Hole3.99 1.64 19 D 19.06 ft3.95 1.60 21 R 0.125 ft3.90 1.55 23 S 0.9 interpreted from given chart3.85 1.50 25 dy/dt 0.04 ft/min from early part of curve3.79 1.44 30 0.022 Kh 1.8E-05 ft/min3.69 1.34 35 Kh 9.3E-06 cm/sec3.58 1.23 403.47 1.12 453.44 1.09 503.37 1.02 553.29 0.94 603.21 0.86 653.15 0.80 703.11 0.76 753.07 0.72

Miami-Dade Limestone Products Association, Inc. Construction Monitoring and Quality Assurance Testing Services - Phase 1 L-31 N Seepage Barrier


Rising-Head Test Well ID: STA- 103+00 Date: 3/9/2012 Client: MDLPATime: 1:31 PM Test No.: 1 Personnel: ND Project Name: L-31N

Project Number: 16059.3Total Hole Depth: 10.54 feet BGSInitial Depth to Water: 3.00 feet BGSInitial Ht of Water: 7.54


(feet, BGS (y, feet) (t, minutes) (ft/min) Boast & Kirkham (1971) Auger Hole MethodLw 7.54 ft

5.56 0 y (at dy/ft) 1.83 ft5.49 2.49 1 H 35 ft5.40 2.40 2 rw 0.125 ft5.34 2.34 3 Lw/rw 7245.25 2.25 4 y/lw 0.2435.16 2.16 5 0.083 (H-Lw)/Lw 3.642 for infinite perm layer5.12 2.12 6 Ca 0.20 interprepted from Ca chart5.03 2.03 74.97 1.97 8 dy/dt 0.066 ft/min - from early from early part of curve4.91 1.91 9 dy/dt 0.034 cm/sec4.83 1.83 10 0.066 Kh 7.8E-06 cm/s4.77 1.77 114.72 1.72 124.54 1.54 154.24 1.24 20 0.060 US Navy (1974) Variable Head Test in Uncased Hole4.11 1.11 23 D 7.54 ft4.03 1.03 25 R 0.125 ft3.89 0.89 30 0.028 S 3.5 interpreted from given chart3.74 0.74 35 dy/dt 0.066 ft/min - from early part of curve3.61 0.61 40 Kh 2.0E-05 ft/min3.51 0.51 45 Kh 9.9E-06 cm/sec3.42 0.42 503.28 0.28 60



Rising-Head Test Well ID: STA- 104+00 Date: 3/9/2012 Client: MDLPATime: 11:24 AM Test No.: 1 Personnel: ND Project Name: L-31N

Project Number: 16059.3Total Hole Depth: 9.98 feet BGSInitial Depth to Water: 2.95 feet BGSInitial Ht of Water 7.03 feet


(feet, BGS) (y, feet) (t, minutes) (ft/min) Boast & Kirkham (1971) Auger Hole Method0 Lw 7.03 ft

8.28 5.33 1 y (at dy/ft) 3.83 ft8.00 5.05 2 H 35 ft7.84 4.89 3 rw 0.125 ft7.59 4.64 4 Lw/rw 6757.40 4.45 5 0.220 y/Lw 0.5457.25 4.30 6 (H-Lw)/Lw 3.979 for infinite perm layer7.11 4.16 7 Ca 0.20 interprepted from Ca chart6.98 4.03 86.88 3.93 9 dy/dt 0.124 ft/min from early part of curve6.78 3.83 10 0.124 dy/dt 0.063 cm/sec6.68 3.73 11 Kh 1.5E-05 cm/s6.51 3.56 126.39 3.44 136.25 3.30 146.14 3.19 15 0.1286.04 3.09 17 US Navy (1974) Variable Head Test in Uncased Hole5.87 2.92 19 D 7.03 ft5.66 2.71 21 R 0.125 ft5.46 2.51 23 S 1.5 interpreted from given chart5.27 2.32 25 dy/dt 0.124 ft/min from early part of curve5.07 2.12 27 Kh 9.2E-05 ft/min4.87 1.92 29 Kh 4.7E-05 cm/sec4.72 1.77 31 0.0924.56 1.61 334.40 1.45 354.27 1.32 374.14 1.19 394.05 1.10 413.97 1.02 433.88 0.93 453.79 0.84



APPENDIX H

CPT Logs and SPT Photos

Ardaman CPT truck

Insitu portable CPT

Page 1 of 1

L-31 LEVEE SEEPAGE BARRIER INVESTIGATION

Project #:Date:

11-9594Feb. 28, 2012

Northing:Easting:

102+50

Elevation:Total Depth: 37.9 ft

CP

T R

EP

OR

T -

ST

AN

DA

RD

AR

DA

MA

N 1

1-95

94.G

PJ

CP

T V

3.0.

GD

T 2

/29/

12

Depth(ft)

0

5

10

15

20

25

30

35

Tip Resistanceqt

(tsf)60 120 180 240

Sleeve Frictionfs

(tsf)1 2 3 4

Pore Pressureu2

(tsf)0 4 8 12

Friction RatioRf

(%)2 4 6 8

Depth(ft)

0

5

10

15

20

25

30

35

1 - sensitive fine grained

2 - organic material

3 - clay

4 - silty clay to clay

5 - clayey silt to silty clay

6 - sandy silt to clayey silt

7 - silty sand to sandy silt

8 - sand to silty sand

9 - sand

10 - gravelly sand to sand

11 - very stiff fine grained (*)

12 - sand to clayey sand (*)

1 2 3 4 5 6 7 8 9 1011

SBT RfMAI = 1(1986)

qt(tsf)

2418126

>>>>>>>>>>>>>>>>>>>>

>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>

>>>>>>>>>>>>>>>>>>>>>>

>>

>>

>>

Cone Penetration Test 102+50

Page 1 of 1


Project #:Date:

11-9594Feb. 28, 2012

Northing:Easting:

103+00A


CP

T R

EP

OR

T -

ST

AN

DA

RD

AR

DA

MA

N 1

1-95

94.G

PJ

CP

T V

3.0.

GD

T 2

/29/

12

Depth(ft)

0

5

10

15

20

25

30

35

Tip Resistanceqt

(tsf)60 120 180 240

Sleeve Frictionfs

(tsf)1 2 3 4

Pore Pressureu2

(tsf)0 4 8 12

Friction RatioRf

(%)2 4 6 8

Depth(ft)

0

5

10

15

20

25

30

35



3 - clay






9 - sand




1 2 3 4 5 6 7 8 9 1011

SBT RfMAI = 1(1986)

qt(tsf)

2418126

>>>>>>>>>>>>>>>>>>>>>>>>

>>>>>>>>>>>>>>>>>>

>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>

>>

>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>

<<<<<<<<

Cone Penetration Test 103+00A

Page 1 of 1


Project #:Date:

11-9594Feb. 28, 2012

Northing:Easting:

103+50


CP

T R

EP

OR

T -

ST

AN

DA

RD

AR

DA

MA

N 1

1-95

94.G

PJ

CP

T V

3.0.

GD

T 2

/29/

12

Depth(ft)

0

5

10

15

20

25

30

35

Tip Resistanceqt

(tsf)60 120 180 240

Sleeve Frictionfs

(tsf)1 2 3 4

Pore Pressureu2

(tsf)0 4 8 12

Friction RatioRf

(%)2 4 6 8

Depth(ft)

0

5

10

15

20

25

30

35



3 - clay






9 - sand




1 2 3 4 5 6 7 8 9 1011

SBT RfMAI = 1(1986)

qt(tsf)

2418126

>>>>

>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>


Page 1 of 1


Project #:Date:

11-9594Feb. 28, 2012

Northing:Easting:

104+00


CP

T R

EP

OR

T -

ST

AN

DA

RD

AR

DA

MA

N 1

1-95

94.G

PJ

CP

T V

3.0.

GD

T 2

/29/

12

Depth(ft)

0

5

10

15

20

25

30

35

Tip Resistanceqt

(tsf)60 120 180 240

Sleeve Frictionfs

(tsf)1 2 3 4

Pore Pressureu2

(tsf)0 4 8 12

Friction RatioRf

(%)2 4 6 8

Depth(ft)

0

5

10

15

20

25

30

35



3 - clay






9 - sand




1 2 3 4 5 6 7 8 9 1011

SBT RfMAI = 1(1986)

qt(tsf)

2418126

>>

>>>>>>>>>>>>

>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>

<<


Page 1 of 1


Project #:Date:

11-9594Feb. 28, 2012

Northing:Easting:

105+00


CP

T R

EP

OR

T -

ST

AN

DA

RD

AR

DA

MA

N 1

1-95

94.G

PJ

CP

T V

3.0.

GD

T 2

/29/

12

Depth(ft)

0

5

10

15

20

25

30

Tip Resistanceqt

(tsf)60 120 180 240

Sleeve Frictionfs

(tsf)1 2 3 4

Pore Pressureu2

(tsf)0 4 8 12

Friction RatioRf

(%)2 4 6 8

Depth(ft)

0

5

10

15

20

25

30



3 - clay






9 - sand




1 2 3 4 5 6 7 8 9 1011

SBT RfMAI = 1(1986)

qt(tsf)

2418126>>>>

<<


Page 1 of 1


Project #:Date:

11-9594Feb. 28, 2012

Northing:Easting:

105+70A


CP

T R

EP

OR

T -

ST

AN

DA

RD

AR

DA

MA

N 1

1-95

94.G

PJ

CP

T V

3.0.

GD

T 2

/29/

12

Depth(ft)

0

5

10

15

20

25

30

35

Tip Resistanceqt

(tsf)60 120 180 240

Sleeve Frictionfs

(tsf)1 2 3 4

Pore Pressureu2

(tsf)0 4 8 12

Friction RatioRf

(%)2 4 6 8

Depth(ft)

0

5

10

15

20

25

30

35



3 - clay






9 - sand




1 2 3 4 5 6 7 8 9 1011

SBT RfMAI = 1(1986)

qt(tsf)

2418126

>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>

Cone Penetration Test 105+70A

REV: 04-40.48 - 0

Depth

Feet

0

5

10

15

20

25

30

35

40

45

50

Soil Behavior

Legend

Coarse ScaleFine Scale

'=' Push Interrupted To Add Rod

PIEZOCONE SOUNDING 99+75 Corrected Cone

Resistance -q t

0 50

0 (Kg/cm2) 500

Total Pore Pressure-u 2

0 (Kg/cm2) 5

Corrected Local Friction-f t

0 (Kg/cm2) 10

Friction Ratio

0 % 10

CPT - N

0 # 50

Dense Sand toClayey Sand

Very StiffFine Grained

Gravelly Sandto Sand

Sand

Sand toSilty Sand

Silty Sand toSandy Silt

Sandy Silt toClayey Silt

Clayey Silt toSilty Clay

Silty Clayto Clay

Clay

Soft Claysto Organic

Sensitive FineGrained

Extremely Soft/Loose - Possible Voids

Classificationnot Possible

insitu group (407) 425-5015

Sounding: 99+75 Test-Date 03-17-2012 08:36:05

AMEC, Inc. L-31N Slurry Wall

REV: 04-40.48 - 0

Depth

Feet

0

5

10

15

20

25

30

35

40

45

50

Soil Behavior

Legend




Resistance -q t

0 50

0 (Kg/cm2) 500


0 (Kg/cm2) 5


0 (Kg/cm2) 10

Friction Ratio

0 % 10

CPT - N

0 # 50




Sand

Sand toSilty Sand




Silty Clayto Clay

Clay








REV: 04-40.48 - 0

Depth

Feet

0

5

10

15

20

25

30

35

40

45

50

Soil Behavior

Legend




Resistance -q t

0 50

0 (Kg/cm2) 500


0 (Kg/cm2) 5


0 (Kg/cm2) 10

Friction Ratio

0 % 10

CPT - N

0 # 50




Sand

Sand toSilty Sand




Silty Clayto Clay

Clay








REV: 04-40.48 - 0

Depth

Feet

0

5

10

15

20

25

30

35

40

45

50

Soil Behavior

Legend




Resistance -q t

0 50

0 500


0 5


0 10

Friction Ratio

0 % 10

CPT - N

0 # 50




Sand

Sand toSilty Sand




Silty Clayto Clay

Clay








Split Spoon Sampling at 102+75

0-10 feet

10-20 feet

20-30 feet

30-36 feet

Documents

L-31N SEEPAGE · Phase 1 of the Project includes construction of a foot deep Cement Bentonite (CB) slurry 35-barrier wall, along the west side of the L-31N canal starting just south