appendix m - · pdf fileappendix "m" appendix "m" ... material should...

Appendix "M"

APPENDIX "M"

GEOTECHNICAL REPORT

( 15 Pages )

August 19, 2016 The Corradino Group Inc. 4055 N.W. 97TH Avenue Miami, FL 33178 Attention: Austin P’Pool, P.E. Project Manager/Engineer Re: Report of Geotechnical Engineering Services

SW 5th Street Water Main Replacement From SW 29th Avenue to SW 27th Avenue Miami, Florida

PSI Project No.: 0397-1104

Dear: Mr. P’Pool: Professional Service Industries, Inc. (PSI) has completed a geotechnical engineering study in connection with the noted project. Our services were provided in general accordance with PSI Proposal No. 0397-171222, dated February 10, 2016. We trust this report is adequate for your current needs; however, should you have any questions or should additional information be required, please do not hesitate to contact our office at (305) 471-7725. Respectfully Submitted,

Professional Service Industries, Inc. Certificate of Authorization No: 3684

THIS DOCUMENT HAS BEEN DIGITALLY SIGNED AND SEALED BY:

PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED. THE SIGNATURE MUST BE VERIFIED ON THE ELECTRONIC DOCUMENTS

Riley O’Brien, M.E., E.I. Paul Passe, P.E. Department Manager - Geotechnical Chief Engineer FL License No. 34750 cc: Addressee (1 PDF) File (1 and PDF)

SW 5th Street Water Main Replacement Page i From SW 29th Avenue to SW 27th Avenue Miami, Florida PSI Project No.: 0397-1104

TABLE OF CONTENTS 1.0 PROJECT INFORMATION ....................................................................................... 1

2.0 FIELD EXPLORATION AND SUBSURFACE CONDTIONS .................................... 1

2.1 STANDARD PENETRATION TEST (SPT) BORINGS ........................................................ 1 2.2 SUBSURFACE CONDITIONS ........................................................................................ 2 2.3 GROUNDWATER CONDITIONS .................................................................................... 2

3.0 ENGINEERING EVALUATION AND RECOMMENDATIONS .................................. 2

3.1 PIPE BEDDING .......................................................................................................... 2 3.2 STRUCTURAL FILL REQUIREMENTS ............................................................................ 2

4.0 CONSTRUCTION CONSIDERATIONS .................................................................... 3

4.1 GENERAL ROADWAY CONSTRUCTION RECOMMENDATIONS .......................................... 3 4.2 GROUNDWATER CONTROL ........................................................................................ 4

5.0 REPORT LIMITATIONS ........................................................................................... 4

APPENDIX Figure 1: Site Vicinity Map Figures 2 and 3: Site Photographs Figure 4: Boring Location Plan Boring Logs

SW 5th Street Water Main Replacement Page 1 From SW 29th Avenue to SW 27th Avenue Miami, Florida PSI Project No.: 0397-1104

1.0 PROJECT INFORMATION The project will involve the replacement of a 4” diameter water main with an 8” water main, along SW 5th Street from SW 29th Avenue to SW 27th Avenue in Miami, Florida. The distance is approximately 650 feet. This report provides recommendations for site preparation and pipe bedding materials, along with soil borings describing the subsurface conditions encountered. A site vicinity map identifying the limits of the study is presented on Figure 1 of the Appendix. Site photographs from our site visit are presented on Figures 2 and 3 of the Appendix.

If any of the noted information is incorrect or has changed, please notify PSI so that we may amend the recommendations presented in this report, if appropriate.

2.0 FIELD EXPLORATION AND SUBSURFACE CONDTIONS 2.1 STANDARD PENETRATION TEST (SPT) BORINGS To evaluate the subsurface conditions at the site, we drilled and sampled a total of three Standard Penetration Test (SPT) borings, to a depth of 15 feet below grade. The SPT borings were drilled using the techniques of ASTM D-1586 and performed at the approximate locations shown on Figure 4 of the Appendix. (Note that the original proposed location had to be moved accordingly to avoid underground utilities) The SPT borings were performed using a CME-55 truck mounted drill rig equipped with an automatic hammer. The boreholes were advanced using mud rotary drilling techniques. Standard Penetration Tests (SPT), with split-spoon sampling, were typically performed continuously from the ground surface to a depth of 10 feet. Below the first 10 feet, SPT samples were obtained at approximately 5-foot intervals until the termination depth was reached. After seating the sample spoon six inches, the number of successive blows required to drive the sampler twelve inches into the soil constitutes the test result commonly referred to as the "N" value. The “N” value has been empirically correlated with various soil properties and is considered to be indicative of the relative density of cohesionless soils and the consistency of cohesive materials. The recovered split spoon samples were visually classified in the field and transported to the laboratory for further review. Following completion of our field services, the boreholes were backfilled with excavated soil/rock and the site generally cleaned, as required.

The boring locations were marked in the field using the available plans with reference to existing site features. Plane coordinates data was collected at each boring location using a hand held GPS instrument with the reported data being accurate to within 15 feet.

Utility clearances were coordinated by PSI and updated as required. During field explorations, flagmen, barricades, cones and sign devices were used as necessary in compliance with the applicable FDOT Roadway and Traffic Design Standards (Index 600 series).

After completion of the borings, the boreholes were backfilled, the asphaltic surface patched where necessary and the site was generally cleaned, as required.


2.2 SUBSURFACE CONDITIONS The soil types encountered in the various borings are presented on individual logs included in the Appendix. The stratification presented is based on visual observation of the recovered soil samples and the interpretation of the field logs by a geotechnical engineer. Included with the profiles are the N-values and groundwater levels measured at the time the borings were drilled. Please refer to the individual boring logs presented in the Appendix for details on the subsurface conditions at specific exploration locations. The results of our borings performed for this project revealed a granular stratum comprising of varying amounts of limerock and fine sand that persisted to a depth of 2 feet below existing grade. Below the granular fill stratum, the borings disclosed a soft to moderately hard upper limestone formation that extended to a depth of approximately 12 feet below existing grade. Beneath this upper limestone layer was a layer of fine sand with limestone lenses/layers that extended to the maximum termination depth of our exploration. An exception to this subsurface profile was made at boring B-1 where the upper limestone extended to the terminal of our boring. 2.3 GROUNDWATER CONDITIONS The groundwater table was observed within the SPT borings at depths in the range of 8.0 to 8.3 feet below existing grade at the time of drilling (August 12, 2016). Groundwater levels will fluctuate seasonally in response to rainfall and the infiltration rate of the soil. Therefore, at a time of the year different from the time of drilling, there is a possibility of a change in the recorded levels. We estimate that during the peak of the wet hydroperiod, with rainfall and recharge at a maximum, groundwater levels at the site could be one to two feet higher than those reported herein. We recommend that the contractor determine the actual groundwater levels at the time of construction to assess the potential impact of groundwater on the construction procedure.

3.0 ENGINEERING EVALUATION AND RECOMMENDATIONS 3.1 PIPE BEDDING We recommend that the bottom of the utility trench excavation be over-excavated a minimum of 6 inches. Granular pipe bedding should then be placed in order to provide a positive contact with the contour of the utility pipe to promote uniform bearing for the full length of the pipe. The bedding material should consist of crushed stone (pea gravel) or No. 7 aggregate with not less than 95% percent passing the ½ inch and not less than 95% percent retained on a U.S. Standard No. 4 sieve. Alternatively, the use of FDOT 57 Stone is also considered acceptable. The pipe bedding material should be stabilized so it is firm and unyielding prior to placement of the pipes. 3.2 STRUCTURAL FILL REQUIREMENTS Structural fill, if used (to achieve the final pavement grades) should consist of materials conforming to FDOT Standard Index 505. In general, the structural fill to be placed in pavement backfill areas should consist of inorganic, non-plastic, clean sand or limerock free of any manmade debris. The fill materials should contain less than 10% percent material passing the No. 200 mesh sieve. The maximum particle size of the limerock should not exceed three inches. The structural fill to be compacted with a heavy vibratory roller should be placed in lifts not exceeding twelve inches in loose


thickness. The structural fill to be compacted with a vibratory plate, or a small walk-behind vibratory roller should be placed in lifts not exceeding six inches in loose thickness. Compaction requirements should be in general accordance with Section 120-9 of the FDOT Standard Specifications for Road and Bridge Construction. It is imperative that the fill supporting new pavements be placed, compacted and tested until the maximum density is achieved. The tests should be performed by a qualified Soils Technician under the supervision of a Geotechnical Engineer, in accordance with appropriate ASTM procedures. Any fill area indicating less than the recommended compaction should be re-compacted until the required density is obtained prior to the placement of subsequent lifts.

4.0 CONSTRUCTION CONSIDERATIONS 4.1 GENERAL ROADWAY CONSTRUCTION RECOMMENDATIONS The following are our recommendations for overall site preparation and mechanical densification, based on our exploration results and the anticipated construction. These recommendations along with those for “Pipe Bedding” and “Structural Fill Requirements” stated earlier should be used as guidelines for the Design Engineer preparing specifications. Site preparation and filling should be in accordance with sections 110 and 120 of the FDOT Standard Specifications for Road and Bridge Construction and FDOT Standard Indices 500 and 505. 1. The roadway width should be stripped and cleared of existing pavement, topsoil and any

unsuitable materials (if encountered). A Geotechnical Engineer or representative should observe the stripped grade to document adequate depth of stripping, prior to backfilling and filling.

2. The stripped and compacted backfilled areas should be leveled sufficiently to permit equipment

traffic, cut to grade if necessary, and then compacted using a large diameter, self-propelled or tractor drawn roller. The roller should be operated in static mode and be capable of exerting a minimum impact force of 15 tons.

3. Careful observations should be made during proof-rolling to help identify any areas of soft

yielding soils that may require over-excavation and replacement. Care should be used when operating the compactor near existing structures (including underground structures such as pipelines and residential buildings) to avoid transmission of vibrations that could cause settlement damage or disturb occupants. Use of a smaller vibratory or static compactor may be necessary in some instances. Construction operations that may be affected by vibration, such as concrete placement, if any, should be scheduled at times when nearby compaction operations are not taking place.

4. Prior to any field construction operations, we recommend that a survey be performed (including

pictures and/or video) of existing structures located adjacent to the existing right-of-way. Documentation should be made of any foundation problems or structural distress noted by owners. If any problems are evident or substantial objections voiced by property owners, consideration should be given to monitoring vibrations during compaction. It is also recommended that a follow-up photographic and visual survey be performed after the compaction operations.


5. Prior to beginning compaction, soil moisture contents may need to be controlled in order to facilitate proper compaction. If additional moisture is necessary to achieve compaction objectives, then water should be applied in such a way that it will not cause erosion or removal of the subgrade soils. A moisture content within two percentage points of the optimum indicated by the AASHTO test method T-180, Method C, is recommended

6. Earthwork and related operations should be conducted in accordance with Section 120 of the

FDOT Standard Specifications for Road and Bridge Construction. 7. An experienced, qualified Geotechnical Engineer should be retained to provide on-site

observation of earthwork activities. Monitoring should include the visual observation of stripping asphalt and topsoil, placement of approved fills, proof-rolling and compaction testing. Density tests should be performed in surficial fill material after proof-rolling and in each fill lift thereafter. It is important that careful observation be made to confirm that the subsurface conditions are as we have discussed herein, and that fill placement is in accordance with our recommendations, project specifications and the latest FDOT Standard Specifications for Road and Bridge Construction.

4.2 GROUNDWATER CONTROL During subgrade preparation, the soils below design grade could become disturbed by construction activities due to heavy rainfall conditions or temporarily perched water. If this becomes the case, the contractor may be directed by the owners’ representative to remove the disturbed or pumping soils to a depth of 12 to 18 inches below design grade and backfill the area with structural fill in accordance with FDOT Index 505 and the latest FDOT Standard Specifications for Roads and Bridge Construction. Surface water and groundwater control may be necessary during construction to permit establishment of a stable bottom. A section of the construction area could be dammed off, and water diverted through a temporary ditch or pumped around construction activities. If a pump is used, a standby pump is recommended. Depending upon shallow groundwater levels at the time of construction, seepage may enter from the bottom and sides of the excavation. Such seepage will act to loosen soils, and create difficult working conditions. Therefore, it may be necessary to wellpoint or sump pump and rim ditch the construction area. Groundwater levels should be determined immediately prior to construction. Shallow groundwater should be kept at least 24 to 36 inches below the lowest working area to facilitate proper material placement and compaction.

5.0 REPORT LIMITATIONS

Our professional services have been performed, findings obtained, and recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices at the time of this report. This company is not responsible for the conclusions, opinions or recommendations made by others based on this data. No other warranties are implied or expressed. After the plans and specifications are complete, it is recommended that PSI be provided the opportunity to review the final design and specifications, in order to verify that the earthwork and foundation recommendations are properly interpreted and implemented. At that


time, it may be necessary to submit supplemental recommendations. The scope of investigation was intended to evaluate soil conditions within the influence of the proposed structure. The analyses and recommendations submitted in this report are based upon the data obtained from the soil borings performed at the locations indicated. If any subsoil variations become evident during the course of this project, a re-evaluation of the recommendations contained in this report will be necessary after we have had an opportunity to observe the characteristics of the conditions encountered. The applicability of the report should also be reviewed in the event significant changes occur in the design, nature or location of the proposed structure. The scope of our services did not include an environmental assessment for the presence or absence of hazardous or toxic materials in the soil and groundwater. Any statements in this report regarding odors, staining of soils, or other unusual conditions observed are strictly for the information of our client. This report has been prepared for the exclusive use of The Corradino Group, Inc. and their design consultants, for the specific application to the design and construction of the subject project in Miami, Florida.

APPENDIX

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SITE VICINITY MAP

DATE:

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CHKD::1FIGURE No.: PSI PROJECT No.: 0397-1104

GEOTECHNICAL ENGINEERING SERVICESSW 5TH STREET WATER MAIN REPLACEMENTFROM SW 29TH AVENUE TO SW 27TH AVENUE

MIAMI, FL 33135

Approximate Site Location SW

27th

Ave

SW 8th Street

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SITE PHOTOGRAPHS

FIGURE No.: PSI PROJECT No.: 0397-1104

DATE:

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CHKD::


MIAMI, FL 33135

Photograph 1: SW 5th Street facing East.

Photograph 2: SW 5th Street facing West.

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SITE PHOTOGRAPHS

FIGURE No.: PSI PROJECT No.: 0397-1104

DATE:

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MIAMI, FL 33135

Photograph 1: Utilities interfering with the proposed location of boring B-1.



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BORING LOCATION PLAN

DATE:

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CHKD::4FIGURE No.: PSI PROJECT No.: 0397-1104


MIAMI, FL 33135

B2B1

Approximate SPT Boring Location

B3SW 5th Street

SW 2

7thAv

e

1

2

3

4

5

6

12-9-8-7N=17

8-8-9-8N=17

8-7-7-6N=14

6-9-10-10N=19

9-8-7-5N=15

5-4-5N=9

Light Brown/Gray LIMEROCK with Fine Sand

Light Brown/Gray LIMESTONE with FineSand

Light Brown/Gray LIMESTONE with Silty FineSand


GP-GM

PROJECT NO.: 0397-1104PROJECT: SW 5th Street Water Main Replacement

Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %

MoistureMATERIAL DESCRIPTION

STANDARD PENETRATIONTEST DATA

N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

N/A

While Drilling

Upon Completion

Delay

LATITUDE:LONGITUDE:

LOCATION: SW 29th Avenue to SW 27th Avenue

8.3 feet

8.3 feet

Wat

er

REMARKS:

DRILLER: LR

Professional Service Industries, Inc.7950 N.W. 64th StreetMiami, FL 33166Telephone: (305) 471-7725 City of Miami, Florida

SAMPLING METHOD: 2" O.D. split spoon

DATE STARTED: 8/12/16

BENCHMARK: N/A

The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1

DRILL COMPANY: PSI, Inc.

STATION: N/A OFFSET: N/A

LOGGED BY: ILCOMPLETION DEPTH 15.0 ft DRILL RIG: CME-55

DRILLING METHOD: SPTELEVATION: N/A

REVIEWED BY: RR

EFFICIENCY N/A See AttachedHAMMER TYPE: Automatic BORING LOCATION:

0

5

10

15

DATE COMPLETED: 8/12/16 BORING B-1

1

2

3

4

5

6

10-7-6-6N=13

7-10-7-6N=17

6-6-5-5N=11

7-12-13-15N=25

11-6-5-3N=11

4-3-3N=6



Light Brown/Gray LIMESTONE with Silty FineSand


Light Brown/Gray Fine SAND with LimestoneLenses/Layers

GP-GM

SP


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

N/A

While Drilling

Upon Completion

Delay

LATITUDE:LONGITUDE:


8.2 feet

8.2 feet

Wat

er

REMARKS:

DRILLER: LR




BENCHMARK: N/A






REVIEWED BY: RR


0

5

10

15


1

2

3

4

5

6

13-10-9-8N=19

6-5-9-9N=14

7-9-8-8N=17

8-7-7-9N=14

11-10-9-8N=19

7-5-3N=8



Light Brown/Gray Fine SAND with LimestoneLenses/Layers

GP-GM

SP


Dep

th, (

feet

)

STRENGTH, tsf

AdditionalRemarks

US

CS

Cla

ssifi

catio

n

0

Qp

Sam

ple

Typ

e

2.0

0

Moi

stur

e, %



N in blows/ft

Qu

Sam

ple

No.

Gra

phic

Log

50

PL

Ele

vatio

n (f

eet)

LL

4.0

25

Rec

over

y (in

ches

)

N/A

While Drilling

Upon Completion

Delay

LATITUDE:LONGITUDE:


8.0 feet

8.0 feet

Wat

er

REMARKS:

DRILLER: LR




BENCHMARK: N/A






REVIEWED BY: RR


0

5

10

15


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