report of geotechnical bridge investigation

January 2020 23-79-18-03

REPORT OF GEOTECHNICAL BRIDGE INVESTIGATION

BRIDGE REPLACEMENT – PD&E STUDY SR 30 (US 98) DUPONT BRIDGE (NO. 460019)

OVER ST. ANDREW BAY BAY COUNTY, FLORIDA

FPID: 442667-1-22-01 Prepared For:

RS&H, INC.

10748 DEERWOOD PARK BOULEVARD SOUTH JACKSONVILLE, FLORIDA 32256

Prepared By:

ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.

104 NORTH MAGNOLIA DRIVE TALLAHASSEE, FLORIDA 32301

(850) 386-1253


TALLAHASSEE / JACKSONVILLE / GAINESVILLE / OCALA / INVERNESS

January 23, 2020 EGS File Number: 23-79-18-03 RS&H, Inc. 10748 Deerwood Park Boulevard South Jacksonville, Florida 32256 ATTN: Daniel Kristoff, P.E. Senior Transportation Engineer / Project Manager SUBJECT: Report of Geotechnical Bridge Investigation Bridge Replacement - PD&E Study SR 30 (US 98) Dupont Bridge over St. Andrew Bay Bay County, Florida FPID: 442667-1-22-01 Dear Dan:

Environmental and Geotechnical Specialists, Inc. (EGS) has completed the geotechnical investigation, as authorized by Reynolds Smith & Hills, Inc. (RS&H) and the Florida Department of Transportation (FDOT), for the Project Development and Environment (PD&E) Study being conducted for the proposed replacement of the SR 30 (US 98) Dupont Bridge (No. 460019) over St. Andrew Bay in Bay County. The project limits begin approximately ½ mile south of the Dupont Bridge and extend to approximately ⅓ mile north of the bridge. This report includes the geotechnical investigation conducted for the bridge.

SCOPE OF SERVICES

The Scope of Services authorized for this investigation consisted of the following:

Installation of two soil borings to depths of 100 feet below the existing ground surface near the end bents;

Installation of five soil borings to depths of 100 to 150 feet below the water surface, within St. Andrew Bay;

Conducting Standard Penetration Testing (SPT) on 2½ foot intervals to evaluate subsurface conditions;

Testing representative soil samples for uniformity and classification purposes; Developing grain-size distribution parameters for the scour analysis; Developing generalized subsurface conditions; Developing preliminary geotechnical design considerations and foundation

recommendations; and, Preparation of this report.

RS&H, Inc. Report of Geotechnical Bridge Investigation SR 30 (US 98) Dupont Bridge over St. Andrew Bay January 23, 2020 Page 2 of 6

GENERAL SITE CONDITIONS

The existing bridge is approximately one-half mile in length and was constructed in 1965. Currently, the Dupont Bridge carries four-lanes of traffic and has been classified as “Structurally Deficient” by the FDOT. Therefore, per FDOT policy, the bridge must be replaced within six years.

The Dupont Bridge connects Tyndall Air Force Base with the City of Parker and receives high volumes of automobile and truck traffic daily. As can be seen in the Project Location Map included as Figure 1, the Dupont Bridge crosses where St. Andrew Bay connects with East Bay. It should be noted that the bridge crosses the Gulf Intracoastal Waterway. Aerial imagery of the existing site is shown in Figure 2.

Site photos of the existing structure are included as Figures 3A and 3B. As can be seen in these figures, the existing structure is supported by concrete piers down to concrete pile caps at the water surface. Based on a review of the existing construction plans for this bridge, it is supported on a combination of steel and concrete piles. TABLE 1 contains a general summary of the existing pile foundations.

The bridge that existed prior to 1965 was located to the east of the current bridge. The north abutment was located near where Oakshore Drive is today and the south abutment was located slightly east of the current south abutment. After the previous bridge was removed, the piles were cutoff below the mud line and left in place. Depending on the location of the new bridge, a check should be made to avoid conflicts between the new foundation elements and those that exist below the mudline. It should also be noted that a high pressure gas line follows the bridge alignment on the east side of the current bridge. The location of the gas line in the channel is not well known, but it is believed to be between the current bridge and the previous bridge that was removed.

PROPOSED CONSTRUCTION

EGS understands that the design of the proposed replacement structure will likely be constructed as part of a design-build contract. The new bridge will likely consist of dual structures and will be capable of accommodating six lanes of traffic. Additionally, the current structure does not have sufficient vertical clearance over the Gulf Intracoastal Waterway; therefore, the proposed structure will be raised to provide adequate clearance.

SUBSURFACE INVESTIGATION

The subsurface investigation outlined in this report was conducted in May and June of 2019. Myron Hayden, PE, was the Chief Geotechnical Engineer for this investigation with Dylan Muyres, EI, serving as the Staff Geotechnical Engineer.


To conduct this limited investigation of the subsurface conditions along the proposed bridge alignment, EGS installed a total of seven soil borings, labeled B-1 through B-7. Since the soil borings needed to be installed in the bay, EGS contracted Amdrill, Inc. to provide a barge-mounted drilling rig. The barge was equipped with spud bars that were lowered into the bay mud to stabilize the barge during the drilling operations.

To evaluate the relative strength and uniformity of the subsurface materials, SPT sampling was conducted on 2½ foot intervals from the mudline to the boring termination depth. All SPT’s were conducted with an automatic hammer and in accordance with ASTM D1586. A summary of the soil boring locations and depths has been included as TABLE 2 with the approximate locations shown in Figure 2. The soil boring locations were determined using a Trimble Geo 7X handheld GPS unit.

Samples of the subsoils were collected at each SPT location, classified on site by EGS personnel, sealed, and transported to EGS’ geotechnical laboratory for additional testing. The laboratory testing included water content, grain-size distribution, Atterberg limits, and organic content. The soils were classified with respect to the Unified Soil Classification System (USCS). A summary of field and laboratory tests can be seen on the Report of Core Borings sheets provided in APPENDIX A, with detailed Soil Boring Logs and Soil Classification Data Sheets provided as APPENDICES B and C, respectively.

SUBSURFACE CONDITIONS

Soils

The “generalized” subsurface conditions encountered in this study are provided in Figure 4. As can be seen in this figure, a very soft layer of organic clayey sand to highly plastic clays exists from the bottom of the bay to depths ranging from about three feet at the south end to over 25 feet near the north end of the bridge.

This very soft layer of organic clayey sand is generally underlain by a layer of loose to medium dense silty fine sand. Below this layer of silty fine sand is a medium dense layer of clayey fine sand that is from 10 to 20 feet thick. At a depth of about 30 feet below the channel bottom is a lens of very dense clayey sand with cemented shell, underlain by about 25 feet of medium dense clayey sand.

At a depth of about 45 feet below the channel bottom are alternating layers of dense to very dense clayey sand that extends to a depth of a least 85 feet below the channel bottom.

As can be seen in Figure 4, it appears the channel was originally located to the north near the location Soil Boring B-5. This condition should not significantly impact the design of the foundations for the new bridge.


Environmental Classification

Because the bridge is located over St. Andrew Bay, with a chloride content over 6,000 parts per million, both the substructure and superstructure should be classified as Extremely Aggressive with respect to the corrosion of both steel and concrete, as outlined in FDOT’s Structures Design Guidelines.

Scour Considerations

To assist with the evaluation of scourability of the bay bottom sediments, EGS conducted laboratory tests on representative samples of the sediments and subsoils collected from varying depths and soil borings across the bay. As can be seen in Figure 4, past scour exists to a depth of 10 to 15 feet in the channel area as evidenced by the very soft organic sediments. TABLE 3 includes the material properties of the subsoils for use in the scour evaluation. Copies of the grain-size distribution curves are included in APPENDIX D.

GEOTECHNICAL DESIGN CONSIDERATIONS

Foundation Options

The purpose of the foundation is to distribute the structural loads below any soft or scourable soil to an underlying bearing stratum capable of supporting the structural loads. There are only two viable foundation options that can be considered for this bridge structure. These foundation options are either drilled shafts or driven piles.

Drilled Shafts are used when high axial loads and/or lateral capacities are needed, or the subsurface materials make pile installation difficult or expensive. A drilled shaft can be installed through subsurface materials to rest on, or be “socketed” into, dense soils or rock. Based on the conditions encountered, drilled shafts could be used as the foundation elements for the new bridge, but EGS does not believe they are cost-effective. Driven Piles generally consist of either square pre-stressed concrete or steel for a structure of this type. Precast concrete piles are the most widely used bridge foundation by the FDOT and are normally more cost-effective than steel piles driven to similar capacities. Steel piles, consisting of either pipe piles or H-piles, are used throughout Florida where highly variable subsurface conditions exist, which can result in unanticipated pile splicing. EGS believes that driven piling will be the most cost-effective foundation for this project.

Precast Prestressed Concrete (PPC) Piles are typically less expensive and gain greater capacity than the equivalent length of steel piling. Concrete piles are more resilient in corrosive environments when compared to steel.


However, PPC piles are often limited by practical handling lengths that minimize the risk of pile damage during transport and installation.

In general, PPC piles are best suited for relatively consistent subsurface conditions, where the likelihood of pile overrun (requiring unanticipated splices) is low. Most of the existing bridge is supported on 24-inch square prestressed concrete piles. The depths of the prestressed concrete test piles driven for the existing bridge are shown in Figure 4.

A foundation option the may also be viable are precast prestressed cylinder piles. The advantage of these piles are the relatively large lateral and axial load capacities. The disadvantage is that the lenses of dense to very dense sand will make driving difficult without damaging the pile. If prestressed concrete cylinder piles are considered, it is likely they will be either 54-inch or 60-inch diameter piles.

Steel Pipe Piles offer an advantage for highly variable subsurface conditions due to ease of pile splicing. Closed-end piles are typically preferred because of the more reliable contribution to end bearing capacity. Although the foundations next to the channel, where the depths and lateral loads are the highest, EGS believes the Extremely Aggressive environment makes closed-ended pipe piles with a cast-in-place reinforced concrete internal core a viable option. The FDOT Structure Guidelines (Table 3.1) precludes the use of H-piles in the high chloride environment.

Preliminary Driven Pile Axial Capacities

For the purposes of this study, EGS developed “preliminary” axial capacities for 24-inch and 30-inch square PPC Piles, 54-inch and 60-in cylindrical PPC Piles, as well as 30-inch and 36-inch diameter, closed-end Steel Pipe Piles. The axial capacities were determined using the computer program FB-Deep.

Based on the results from FB-Deep, EGS prepared graphical profiles for several locations along the bridge alignment to illustrate the Estimated Davisson Capacity versus depth of pile tip for the pile size/type noted above. The Davisson Capacity versus depth graphs are included as Figures 5A through 5D, with sample FB-Deep computer “outputs” provided in APPENDIX E.

As can be seen in Figure 4, EGS has shown the reported tip elevations of the test piles driven for the existing bridge. The analyses conducted for this study appear to be consistent with the test pile program conducting during the construction of the existing bridge. Based on the FB-Deep analysis, the following pile sizes and capacities are included in Figures 5A through 5D:

30-inch Diameter - Closed Ended Internally Reinforced Pipe Piles 36-inch Diameter - Closed Ended Internally Reinforced Pipe Piles 24-inch Square - Prestressed Concrete Piles PCC Piles 30-inch Square - Prestressed Concrete Piles


54-inch Diameter - Prestressed Concrete Cylinder Piles 60-inch Diameter - Prestressed Concrete Cylinder Piles

The Preliminary Geotechnical Design Parameters are included in TABLE 4 for the foundations based on the soil borings installed for this study.

ADDITIONAL CONSIDERATIONS

St. Andrew Bay serves as part of the Gulf Intracoastal Waterway and is a primary route for large shipping and naval traffic in Northwest Florida; therefore, there is a potential for high lateral loads resulting from ship impacts. These high lateral loads will have a significant impact on the foundation selected. In addition, the existence of the very soft organic clay at the bottom of the channel, particularly at the northern abutment, could result in down drag loads on the abutment foundations if there is a significant grade increase.

CLOSURE

The data and results presented in this report are intended for use by RS&H, Inc. and the FDOT for the PD&E Study for the proposed project as identified herein. This data may not be used without the expressed written consent of RS&H, Inc. and the FDOT. This report is not intended for any other use and will likely not be applicable. This report shall not be reproduced, except in full, without the written approval of Environmental and Geotechnical Specialists, Inc. The data and recommendations presented in this report are based on the soil borings made at the specific locations and depths noted. Subsurface conditions at other locations may vary significantly from those presented herein. Should data become available which is different from the data presented herein, Environmental and Geotechnical Specialists, Inc. requests the opportunity to review the data and make any modifications that may be appropriate. Environmental and Geotechnical Specialists, Inc. appreciates the opportunity to be of service on this project. If you have any questions concerning the information and recommendations presented in this report please call Dylan Muyres at (850) 536-8363 or me at (850) 536-8350. Sincerely, Environmental & Geotechnical Specialists, Inc.

Myron L. Hayden Myron L. Hayden, Ph.D., P.E. Chief Geotechnical Engineer

TABLES

BRIDGE PIERORIGINAL BRIDGE

STATIONINGPILE TYPE

LENGH OF TEST PILE

TIP ELEVATION

OF TEST PILEBRIDGE PIER

ORIGINAL BRIDGE

STATIONINGPILE TYPE

LENGH OF TEST PILE

TIP ELEVATION

OF TEST PILE

15N 804+99 24-IN CONCRETE 1S 818+90 14 BP 73 - STEEL 120 FEET - 120 FEET

14N 805+72 24-IN CONCRETE 2S 819+90 30-IN CONCRETE

13N 806+45 24-IN CONCRETE 80 FEET - 70 FEET 3S 820+90 30-IN CONCRETE 110 FEET - 108 FEET






7N 811+10 30-IN CONCRETE 9S 826+68 24-IN CONCRETE 90 FEET -85 FEET

6N 812+10 30-IN CONCRETE 110 FEET - 106 FEET 10S 827+36 24-IN CONCRETE





1N 817+10 14 BP 73 - STEEL 120 FEET - 120 FEET 15S 831+01 24-IN CONCRETE

NORTH ABUTEMENT- STA 804+26 CHANNEL SPAN

CHANNEL SPAN SOUTH ABUTEMENT (TYNDALL SIDE) - STA 831+74

TABLE 1 EXISTING BRIDGE PILING

NORTH SIDE OF BRIDGE (PARKER SIDE) SOUTH SIDE OF BRIDGE (TYNDALL AFB SIDE)

BRIDGE REPLACEMENT - PD&E STUDYSR 30 (US 98) DUPONT BRIDGE OVER ST. ANDREW BAY

BAY COUNTY, FLORIDA

BORING BORINGLABEL DEPTH

(FEET) DEG MIN DEG MIN

B-1 100 1 30 6.096 85 36.658

B-2 110 2 30 6.149 85 36.579

B-3 120 2 30 6.201 85 36.530

B-4 150 2 30 6.259 85 36.495

B-5 130 2 30 6.284 85 36.473

B-6 120 2 30 6.360 85 36.399

B-7 100 1 30 6.451 85 36.320

NOTES: 1. DEPTH MEASURED FROM EXISTING GROUND SURFACE.NOTES: 2. DEPTH MEASURED FROM BELOW WATER SURFACE.NOTES: 3. BORING LOCATIONS ARE APPROXIMATE AND WERE RECORDED USING A TRIMBLE GEO 7X.

LATITUDE LONGITUDE

TABLE 2SOIL BORING LOCATION DATA


BAY COUNTY, FLORIDA

GLOBAL POSITIONING

SYSTEM (GPS) COORDINATES 3

SOIL USCS GROUPBORING SYMBOL

0.0 to 17.0 WATER

17.0 to 18.0 SC

18.0 to 37.5 SP-SM

37.5 to 42.5 CH

42.5 to 55.0 SC

0.0 to 35.5 WATER

35.5 to 45.0 SC

45.0 to 67.5 SP-SM

0.0 to 49.0 WATER

49.0 to 60.0 SC

60.0 to 67.5 SP-SM

0.0 to 50.0 WATER

50.0 to 65.0 SC

65.0 to 67.5 SP-SM

0.0 to 32.5 WATER

32.5 to 60.0 CH

60.0 to 70.0 SP-SM

NOTE: DEPTHS ARE APPROXIMATE AND MAY FLUCTUATE SLIGHTLY WITH THE TIDE.

DEPTH BELOWWATER SURFACE

(FEET)

B-6

B-3

B-4

B-5

B-2

TABLE 3AGRAIN-SIZE DATA FOR SCOUR CONSIDERATION


BAY COUNTY, FLORIDA

USCS GROUP GRAIN-SIZE RECOMMENDEDSYMBOL PARAMETER VALUE

D10 0.130

D50 0.28

D60 0.29

D85 0.35

D95 0.49

CU 2.2

D10 0.060

D50 0.16

D60 0.18

D85 0.22

D95 0.26

CU 3.0

D10 0.025

D50 0.14

D60 0.17

D85 0.22

D95 0.43

CU 6.8

D10 N/A 1

D50 N/A 1

D60 0.09

D85 0.43

D95 0.66

CU N/A 1

TABLE 3BGRAIN-SIZE DATA FOR SCOUR CONSIDERATION


BAY COUNTY, FLORIDA

NOTE: N/A MEANS VALUE NOT AVAILABLE.

CH

SP / SP-SM

SM

SC

DEPTH TO DESIGN WATER LEVEL (ft) 0.01 2 3 4

MEDIUM DENSE FINE SAND

(SP)

DENSEFINE SAND

(SP)

MEDIUM DENSEFINE SAND WITH SILT

(SP-SM)

DENSE FINE SAND WITH SILT

(SP-SM)

0 10 22 4010 22 40 48

FIELD SPT N-VALUE (Blows/ft) 1 9 25 18 27SPT N-VALUE CORRECTED FOR HAMMER EFFECIENCY (Blows/ft) 2 11 31 22 33

17 40 24 31SAND SAND SAND SAND

γe 53 58 58 58φ 32 36 32 34

POISSON'S RATIO μ 0.30 0.40 0.30 0.35qu 0 0 0 0c 0 0 0 0Er 1,180 2,500 1,660 2,150

SHEAR MODULUS (lb/in2) GS 450 890 640 800k 52 124 74 96E50 0.020 0.010 0.015 0.010τs 650 1,500 900 1,100qtip 36 84 52 62

5 6 7 8

SOFT PLASTIC SANDY CLAY

(CH)

MEDIUM DENSE FINE SAND WITH SILT

(SP-SM)


(SP-SM)

MEDIUM DENSEFINE CEMENTED SAND

(SM)

48 63 73 9263 73 92 100

FIELD SPT N-VALUE (blows/ft) 1 4 17 28 20SPT N-VALUE CORRECTED FOR HAMMER EFFECIENCY (Blows/ft) 2 5 21 35 25

4 21 26 17CLAY SAND SAND SAND

γe 53 53 58 53φ 0 32 32 32

POISSON'S RATIO μ 0.35 0.30 0.30 0.30qu 1,000 0 0 0c 500 0 0 0Er 1,700 1,450 1,800 1,180

SHEAR MODULUS (lb/in2) Gs 630 560 690 450k 40 64 80 52E50 0.030 0.020 0.015 0.020τs 100 750 950 650qtip 4 40 55 36

NOTES: 1. SPT N-VALUE FIELD OBTAINED USING AN AUTO HAMMER.

2. SPT N-VALUE CORRECTED FOR HAMMER EFFICIENCY (EFFICIENCY CORRECTION 1.24).

3. SPT-N VALUE CORRECTED FOR BOTH HAMMER EFFICIENY AND OVERBURDEN PRESSURE.

TABLE 4AGEOTECHNICAL DESIGN PARAMETERS - SOIL BORING B-1

BAY COUNTY, FLORIDA


P-Y CURVE MODEL

FBPI

ER -

VALU

ES

EFFECTIVE UNIT WEIGHT (lb/ft3)INTERNAL FRICTION ANGLE (deg)

UNCONFINED COMPRESSIVE STRENGTH (lb/ft2)UNDRAINED COHESION (lb/ft2)YOUNG'S MODULUS (lb/in2)

P-Y SUBGRADE MODULUS (lb/in3)NON-DEFAULT STRAIN FACTORULTIMATE SIDE FRICTION (lb/ft2)ULTIMATE END BEARING (kip/ft2)

CORECTED SPT-N VALUE (Blows/ft) 3

LAYER NO.

SOIL DESCRIPTION

DEPTH TO TOP OF LAYER (ft)DEPTH TO BOTTOM OF LAYER (ft)

SOIL DESCRIPTION


LAYER NO.

P-Y CURVE MODELCORECTED SPT-N VALUE (Blows/ft) 3

FBPI

ER -

VALU

ES

ULTIMATE END BEARING (kip/ft2)



P-Y SUBGRADE MODULUS (lb/in3)NON-DEFAULT STRAIN FACTORULTIMATE SIDE FRICTION (lb/ft2)


WATERLOOSE

FINE SAND (SP-SM)


(SP-SM)

SOFT ORGANIC SANDY CLAY

(CH)

0 17 23 3817 23 38 43

FIELD SPT N-VALUE (Blows/ft) 1 - - 3 10 3SPT N-VALUE CORRECTED FOR HAMMER EFFECIENCY (Blows/ft) 2 - - 4 12 4

- - 7 16 4- - SAND SAND CLAY

γe - - 48 53 53φ - - 30 32 0

POISSON'S RATIO μ - - 0.25 0.30 0.35qu - - 0 0 1,000c - - 0 0 500Er - - 480 1,100 1,700

SHEAR MODULUS (lb/in2) GS - - 190 420 630k - - 25 49 40E50 - - 0.025 0.020 0.030τs - - 350 600 100qtip - - 16 34 4

5 6 7

MEDIUM DENSE SILTY TO CLAYEY SAND

(SM/SC)

DENSE SILTY TO CLAYEY SAND

(SM/SC)

MEDIUM DENSE CLAYEY SAND

(SC)

43 60 8360 83 105

FIELD SPT N-VALUE (blows/ft) 1 10 32 17SPT N-VALUE CORRECTED FOR HAMMER EFFECIENCY (Blows/ft) 2 12 40 21

12 34 16SAND SAND SAND

γe 53 58 53φ 30 34 32

POISSON'S RATIO μ 0.25 0.35 0.30qu 0 0 0c 0 0 0Er 830 2,400 1,100

SHEAR MODULUS (lb/in2) GS 330 890 420k 37 106 49E50 0.020 0.010 0.020τs 450 1,200 600qtip 24 72 34




P-Y CURVE MODEL

TABLE 4BGEOTECHNICAL DESIGN PARAMETERS - SOIL BORING B-2


BAY COUNTY, FLORIDA

LAYER NO.

SOIL DESCRIPTION



P-Y CURVE MODEL

FBPI

ER -

VALU

ES




LAYER NO.

SOIL DESCRIPTION



FBPI

ER -

VALU

ES





WATERVERY LOOSE

CLAYEY SAND (SC)

LOOSE FINE SAND

(SP-SM)


(SM/SC)

0 36 45 6036 45 60 80

FIELD SPT N-VALUE (Blows/ft) 1 - - WEIGHT OF HAMMER 4 16SPT N-VALUE CORRECTED FOR HAMMER EFFECIENCY (Blows/ft) 2 - - 1 5 20

- - 1 6 21- - SAND SAND SAND

γe - - 43 48 53φ - - 24 29 32

POISSON'S RATIO μ - - 0.20 0.25 0.30qu - - 0 0 0c - - 0 0 0Er - - 60 410 1,450

SHEAR MODULUS (lb/in2) GS - - 25 160 560k - - 5 20 64E50 - - 0.045 0.025 0.020τs - - 100 350 750qtip - - 2 16 40

5 6 7 8


(SM/SC)

DENSE SILTY TO CLAYEY SAND

(SC)

DENSE CLAYEY SAND

(SC)

VERY DENSE SILTY SAND

(SM)

80 86 98 10886 98 108 120



γe 58 53 58 63φ 33 32 32 38

POISSON'S RATIO μ 0.35 0.30 0.30 0.40qu 0 0 0 0c 0 0 0 0Er 2,000 1,100 1,700 3,000

SHEAR MODULUS (lb/in2) GS 740 420 650 1,070k 90 49 77 138E50 0.015 0.020 0.015 0.010τs 1,100 600 850 1,700qtip 64 34 57 95




FBPI

ER -

VALU

ES




P-Y CURVE MODEL

FBPI

ER -

VALU

ES




LAYER NO.

SOIL DESCRIPTION



P-Y CURVE MODEL

TABLE 4CGEOTECHNICAL DESIGN PARAMETERS - SOIL BORING B-3


BAY COUNTY, FLORIDA

LAYER NO.

SOIL DESCRIPTION




WATERVERY LOOSE

CLAYEY SAND (SC)


(SC)

VERY DENSE CLAYEY SAND

(SC)

0 49 60 7849 60 78 83



γe - - 43 58 68φ - - 24 33 38

POISSON'S RATIO μ - - 0.20 0.30 0.40qu - - 0 0 0c - - 0 0 0Er - - 60 1,600 3,700

SHEAR MODULUS (lb/in2) GS - - 25 610 1,320k - - 5 75 760E50 - - 0.045 0.015 0.010τs - - 100 850 2,100qtip - - 2 52 112

5 6 7


(SC)

DENSE TO VERY DENSE SILTY SAND

(SM)


(SC)

83 105 135105 135 150

FIELD SPT N-VALUE (blows/ft) 1 11 37 15SPT N-VALUE CORRECTED FOR HAMMER EFFECIENCY (Blows/ft) 2 14 46 19

13 37 13SAND SAND SAND

γe 53 63 53φ 31 36 31

POISSON'S RATIO μ 0.30 0.40 0.30qu 0 0 0c 0 0 0Er 850 2,500 850

SHEAR MODULUS (lb/in2) GS 330 890 330k 40 115 40E50 0.020 0.010 0.020τs 450 1,300 450qtip 25 76 25




FBPI

ER -

VALU

ES




P-Y CURVE MODEL

FBPI

ER -

VALU

ES




LAYER NO.

SOIL DESCRIPTION



P-Y CURVE MODEL

TABLE 4DGEOTECHNICAL DESIGN PARAMETERS - SOIL BORING B-4


BAY COUNTY, FLORIDA

LAYER NO.

SOIL DESCRIPTION




WATERVERY LOOSE

CLAYEY SAND(SC)


(SC)

VERY DENSE CLAYEY SAND

(SC)

0 50 65 7550 65 75 80



γe - - 43 53 73φ - - 24 31 40

POISSON'S RATIO μ - - 0.20 0.30 0.40qu - - 0 0 0c - - 0 0 0Er - - 60 970 7,900

SHEAR MODULUS (lb/in2) GS - - 25 370 2,820k - - 5 43 160E50 - - 0.045 0.020 0.005τs - - 100 550 2,300qtip - - 2 31 120

5 6


(SC)

DENSE SILTY SAND

(SM)

80 105105 130

FIELD SPT N-VALUE (blows/ft) 1 12 30SPT N-VALUE CORRECTED FOR HAMMER EFFECIENCY (Blows/ft) 2 15 37

14 30SAND SAND

γe 53 68φ 31 34

POISSON'S RATIO μ 0.30 0.35qu 0 0c 0 0Er 970 2,000

SHEAR MODULUS (lb/in2) GS 370 740k 43 92E50 0.020 0.010τs 550 1,100qtip 31 64




FBPI

ER -

VALU

ES




P-Y CURVE MODEL

FBPI

ER -

VALU

ES




LAYER NO.

SOIL DESCRIPTION



P-Y CURVE MODEL

TABLE 4EGEOTECHNICAL DESIGN PARAMETERS - SOIL BORING B-5


BAY COUNTY, FLORIDA

LAYER NO.

SOIL DESCRIPTION




WATERVERY LOOSE

ORGANIC CLAYEY SAND (SC)

MEDIUM DENSE SILTY SAND

(SM)

DENSE CLAYEY SAND

(SC)

0 33 60 7533 60 75 88



γe - - 43 58 63φ - - 24 32 33

POISSON'S RATIO μ - - 0.20 0.30 0.35qu - - 0 0 0c - - 0 0 0Er - - 60 1,100 1,900

SHEAR MODULUS (lb/in2) GS - - 25 420 700k - - 5 52 86E50 - - 0.045 0.015 0.010τs - - 100 650 1,000qtip - - 2 39 60

5 6


(SC)

DENSE TO VERY DENSE SILTY SAND

(SM)

88 108108 120

FIELD SPT N-VALUE (blows/ft) 1 15 38SPT N-VALUE CORRECTED FOR HAMMER EFFECIENCY (Blows/ft) 2 19 47

16 35SAND SAND

γe 58 63φ 32 36

POISSON'S RATIO μ 0.30 0.40qu 0 0c 0 0Er 1,100 2,400

SHEAR MODULUS (lb/in2) GS 420 860k 52 110E50 0.015 0.010τs 650 1,200qtip 39 76




FBPI

ER -

VALU

ES




P-Y CURVE MODEL

FBPI

ER -

VALU

ES




LAYER NO.

SOIL DESCRIPTION



P-Y CURVE MODEL

TABLE 4FGEOTECHNICAL DESIGN PARAMETERS - SOIL BORING B-6


BAY COUNTY, FLORIDA

LAYER NO.

SOIL DESCRIPTION




LOOSE TO MEDIUM DENSE FINE SAND

(SP-SM)


(SP-SM)

DENSE FINE SAND

(SP-SM)

LOOSE SILTY FINE SAND

(SM)

0 25 35 4025 35 40 48

FIELD SPT N-VALUE (Blows/ft) 1 6 10 24 7SPT N-VALUE CORRECTED FOR HAMMER EFFECIENCY (Blows/ft) 2 7 12 30 9


γe 53 53 68 53φ 30 31 34 30

POISSON'S RATIO μ 0.25 0.25 0.35 0.25qu 0 0 0 0c 0 0 0 0Er 690 850 2,000 550

SHEAR MODULUS (lb/in2) GS 270 340 740 220k 30 40 92 25E50 0.020 0.020 0.010 0.020τs 350 450 1,100 300qtip 21 25 64 14

5 6 7 8

VERY SOFT HIGHLY PLASTIC CLAY

(CH)

MEDIUM DENSE SILTY FINE SAND

(SM)

MEDIUM DENSE TO DENSE CLAYEY SAND

(SC)

MEDIUM DENSE CLAYEY FINE SAND

(SC)

48 58 78 8358 78 83 100


1 11 22 9CLAY SAND SAND SAND

γe 0 53 58 53φ 0 30 32 30

POISSON'S RATIO μ 0.30 0.25 0.30 0.25qu 400 0 0 0c 200 0 0 0Er 350 760 1,660 620

SHEAR MODULUS (lb/in2) GS 130 300 640 250k 10 33 74 27E50 0.040 0.020 0.015 0.020τs 20 400 900 325qtip 2 24 52 21




FBPI

ER -

VALU

ES




P-Y CURVE MODEL

FBPI

ER -

VALU

ES




LAYER NO.

SOIL DESCRIPTION



P-Y CURVE MODEL

TABLE 4GGEOTECHNICAL DESIGN PARAMETERS - SOIL BORING B-7


BAY COUNTY, FLORIDA

LAYER NO.

SOIL DESCRIPTION



FIGURES

DRAWN J. LEDFORD

CHECKED:

D. MUYRES, E.I. ENVIRONMENTAL AND GEOTECHNICAL

SPECIALISTS, INC.

104 NORTH MAGNOLIA DRIVE TALLAHASSEE, FLORIDA 32301

OFFICE #: (850) 386-1253

TITLE:

PROJECT LOCATION MAP BRIDGE REPLACEMENT - PD&E STUDY

SR 30 (US 98) DUPONT BRIDGE OVER ST. ANDREW BAY BAY COUNTY, FLORIDA

ENGINEER:

M. HAYDEN, P.E.

CLIENT:

RS&H, INC.

PROJ. NO.:

23-79-18-03

DATE:

SEPTEMBER 2019 FIGURE NO.:

1

PROJECT LOCATION

AAA

AA

A

A

SR 30 (US 98)

OAKSHORE DR

ST. ANDREW BAY

B-2 B-3B-4 B-6B-5

B-1

B-7

EAST BAY

PREPARED:

ENGINEER:

CHECKED:

PROJ. NO.:

SCALE: DATE:

FIGURE NO.:

ENVIRONMENTAL AND GEOTECHNICALSPECIALISTS, INC

104 NORTH MAGNOLIA DRIVETALLAHASSEE, FLORIDA 32301

OFFICE #: (850) 386-1253SEPTEMBER 2019

2

SOIL BORING LOCATION MAPBRIDGE REPLACEMENT - PD&E STUDY

SR 30 (US 98) DUPONT BRIDGE OVER ST. ANDREW BAY BAY COUNTY, FLORIDA

D. MILLS, P.E.

J. LEDFORD

D. MUYRES, E.I.

M. HAYDEN, P.E. 23-79-18-03

REVISED:

AS SHOWN

"

0 300Feet

60LegendA Soil Boring Location

FIGURE 3A: EXISTING SITE CONDITIONS

LOCATED ON EAST SIDE OF BRIDGE NEAR SOIL BORING B-3 (FACING SOUTH)

FIGURE 3B: EXISTING SITE CONDITIONS

LOCATED AT NORTHSIDE ABUTMENT (FACING SOUTHWEST)

APPENDIX A REPORT OF CORE BORINGS

APPENDIX B SOIL BORING LOGS

0

2.5

5

7.5

10

0

5

10

15

20

25

30

35

MEDIUM DENSEGRAY

FINE SAND

DENSEGRAY

FINE SAND

MEDIUM DENSEGRAY

FINE SAND WITH SILT

SP

SP

SP-SM

-200%=2

-200%=4

-200%=4

-200%=6

-200%=9

9

5

8

6

9

7

10

7

6

12

14

22

23

23

21

22

20

22

24

22

--

13

13

12

8

9

12

8

9

24

25

24

26

34

18

20

9

8

21

21

--

PROJECT: SR 30 (US 98) DUPONT BRIDGE OVER ST. ANDREW BAY

CLIENT: RS&H, INC.

PROJECT NO.: 23-79-18-03 HAMMER TYPE: AUTOMATIC

PROJECT LOCATION: BAY COUNTY, FLORIDA ELEVATION (FEET): N/A

BORING NO.: B-1 DATE: 6/10/2019

DRILLER: B. GUERRA FLUID LOSS: NONE

DEPTH TO WATER: INITIAL: 15.0' 24 HR: N/M CAVING: NONE

NOTE: N/M - NOT MEASURED N/A - NOT AVAILABLE

DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL

DESCRIPTION USCSTEST

RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

12.5

15

17.5

20

40

45

50

55

60

65

70

DENSEGRAY

FINE SAND WITH SILT

SOFTDARK GRAY

ORGANIC HIGHLY PLASTIC SANDYCLAY

FIRMDARK GRAY


MEDIUM DENSEGRAY

CLAYEY SAND WITH CEMENTEDSAND

MEDIUM DENSEGRAY

FINE SAND WITH SILT

SP-SM

CH

CH

SC

SP-SM

ORG%=4

-200%=54ORG%=12

ORG%=12

-200%=55ORG%=10

ORG%=3

-200%=21LL=30PI=16

24

23

23

22

60

108

104

113

108

107

42

46

20

22

108

104

113

108

107

19

27

26

30

2

2

4

4

5

5

13

18

17

20


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

22.5

25

27.5

30

32.5

75

80

85

90

95

100

105

DENSEGRAY

FINE SAND

DENSEGRAY

SILTY FINE SANDWITH CEMENTED SAND

MEDIUM DENSEGRAY


SP-SM

SM

SM

-200%=5

-200%=18

-200%=23

25

24

21

23

26

28

28

31

35

29

27

36

28

24

32

34

24

28

29

14

21

20


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

0

2.5

5

7.5

10

0

5

10

15

20

25

30

35

WATER

VERY LOOSEDARK GRAY

CLAYEY SAND

LOOSEGRAY

FINE SAND WITH SILT AND SHELL

MEDIUM DENSELIGHT GRAY

FINE SAND WITH SILT

SC

SP-SM

SP-SM

-200%=8

-200%=5

--

--

21

22

24

23

24

22

23

23

--

-- WOR

3

4

10

11

14

21

9

10

WOR


CLIENT: RS&H, INC.




DRILLER: D. MCKENZIE FLUID LOSS: NONE

DEPTH TO WATER: INITIAL: 0' 24 HR: 0' CAVING: NONE


DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

12.5

15

17.5

20

40

45

50

55

60

65

70

FIRMDARK GRAY

ORGANIC HIGHLY PLASTICSANDY CLAY WITH SHELL

MEDIUM DENSEDARK GRAY

CLAYEY SAND

MEDIUM DENSEGRAY

SILTY FINE SAND

DENSEGRAY

SILTY FINE SAND

DENSEGRAY

CLAYEY SAND WITH SHELL

MEDIUM DENSEGRAY

CH

SC

SM

SM

SC

-200%=68ORG%=14

ORG%=13

-200%=34LL=31PI=11

-200%=14

ORG%=2

-200%=35

105

108

40

37

46

41

30

23

23

25

27

32

33

26

105

108

3

4

ST

13

8

9

18

10

17

32

29

27

38

12

ST


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

22.5

25

27.5

30

32.5

75

80

85

90

95

100

105


VERY DENSEGRAY


MEDIUM DENSEGRAY


VERY DENSEGRAY

SILTY FINE SAND

SC

SC

SC

SM

-200%=31

-200%=43

-200%=43

27

31

33

31

28

22

25

27

25

25

30

31

28

20

14

73

64

58

20

17

11

14

14

16

23

21

23

52


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

35

37.5

40

42.5

110

115

120

125

130

135

140

145

18 42


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

0

2.5

5

7.5

10

0

5

10

15

20

25

30

35

WATER ----

--WOR


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

12.5

15

17.5

20

40

45

50

55

60

65

70

VERY LOOSEDARK GRAY

CLAYEY SAND

LOOSEDARK GRAY


LOOSEGRAY

FINE SAND WITH SILT

MEDIUM DENSEGRAY

FINE SAND WITH SILT

SC

SP-SM

SP-SM

SP-SM

-200%=26

-200%=7

-200%=6

-200%=30LL=29PI=15

--

--

38

40

28

23

19

19

24

24

24

20

18

33

31

--

WOR

WOR

WOR

WOR

3

3

4

4

5

4

10

18

12

23

19

WOR

WOR

WOR


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

22.5

25

27.5

30

32.5

75

80

85

90

95

100

105

MEDIUM DENSEGRAY

CLAYEY SAND WITH SHELL

DENSEGRAY


VERY DENSEGRAY


MEDIUM DENSEGRAY


DENSEGRAY


SC

SC

SC

SC

SC

-200%=33

-200%=45LL=28PI=16

-200%=34

-200%=21

33

31

33

31

36

32

31

29

30

28

30

28

26

29

30

12

16

20

26

41

24

18

15

14

18

24

30

24

25

51


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

35

37.5

40

42.5

110

115

120

125

130

135

140

145

VERY DENSEGRAY

SILTY FINE SANDSM

-200%=14

28

32

31

29

48

41

47

60


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

0

2.5

5

7.5

10

0

5

10

15

20

25

30

35

WATER ----


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

12.5

15

17.5

20

40

45

50

55

60

65

70

VERY LOOSEDARK GRAY

CLAYEY SAND

MEDIUM DENSEGRAY

SILTY FINE SAND WITH SHELL

MEDIUM DENSE

SC

SM

-200%=20LL=30PI=18

-200%=14

-200%=45LL=32PI=14

--

--

40

37

25

22

29

35

36

--

--

WOR

WOR

WOR

WOR

19

22

18

14

13

WOR

WOR

WOR

WOR


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

22.5

25

27.5

30

32.5

75

80

85

90

95

100

105

GRAYCLAYEY SAND WITH SHELL

VERY DENSEGRAY


MEDIUM DENSEGRAY


SC

SC

SC

-200%=38

-200%=48LL=24PI=14

-200%=46

-200%=37

35

34

22

23

28

26

24

26

25

27

34

26

29

30

30

23

19

52

40

9

10

9

16

11

23

20

21

15

65

47


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

35

37.5

40

42.5

110

115

120

125

130

135

140

145

VERY DENSEGRAY

SILTY FINE SAND

DENSEGRAY

SILTY FINE SAND

VERY DENSEGRAY

SILTY FINE SAND

MEDIUM DENSEGRAY

CLAYEY SAND

SM

SM

SM

SC

-200%=23

-200%=35

30

31

29

30

30

29

25

30

23

22

37

42

42

40

41

45

53

31

26

35

35

37

68

62

23

17

15

11


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

45

47.5

50

52.5

55

150

155

160

165

170

175

180

-200%=47

39

42

12

18


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

0

2.5

5

7.5

10

0

5

10

15

20

25

30

35

WATER ----


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

12.5

15

17.5

20

40

45

50

55

60

65

70

VERY LOOSEDARK GRAY

ORGANIC CLAYEY SAND

MEDIUM DENSEGRAY


MEDIUM DENSEGRAY


SC

SP-SM

SC

-200%=31ORG%=4

ORG%=5

ORG%=4

-200%=38LL=28PI=20

--

88

74

76

73

76

18

32

27

--

88

WOR

WOR

WOR

WOR

WOR

WOR

8

12

10

WOR

WOR

WOR

WOR

WOR

WOR


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

22.5

25

27.5

30

32.5

75

80

85

90

95

100

105

VERY DENSEGRAY


MEDIUM DENSEGRAY


VERY DENSEGRAY

SILTY FINE SAND

SC

SC

SM

-200%=30

-200%=47LL=26PI=14

-200%=30

33

31

29

30

30

29

32

28

29

24

27

34

32

28

32

21

81

70/9"

18

12

9

11

14

12

22

23

22

11

53

40

70/9"


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

35

37.5

40

42.5

110

115

120

125

130

135

140

145

DENSEGRAY

SILTY FINE SAND

VERY DENSEGRAY

SILTY FINE SAND

SM

SM

-200%=18

-200%=18

-200%=14

30

33

30

29

29

29

30

28

25

37

33

34

28

28

30

57


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

0

2.5

5

7.5

10

0

5

10

15

20

25

30

35

WATER

-200%=57

ORG%=8

--

69

87

--

87

WOR

WOR

WOR

WOR


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

12.5

15

17.5

20

40

45

50

55

60

65

70

VERY SOFTDARK GRAY


VERY SOFTDARK GRAY

ORGANIC HIGHLY PLASTIC CLAYWITH SAND

MEDIUM DENSEGRAY


CH

CH

SM

ORG%=9

-200%=80ORG%=7

ORG%=8

ORG%=7

-200%=52

ORG%=14

-200%=13

74

78

66

83

76

78

66

64

89

28

22

27

32

34

83

89

WOR

WOR

WOR

WOR

WOR

WOR

WOR

WOR

WOR

20

12

11

20

10

WOR

WOR

WOR

WOR

WOR

WOR

WOR

WOR

WOR


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

22.5

25

27.5

30

32.5

75

80

85

90

95

100

105

MEDIUM DENSEGRAY


DENSEGRAY


MEDIUM DENSEGRAY


SC

SC

SC

-200%=36LL=27PI=18

-200%=27

-200%=31

-200%=31

31

28

25

27

22

28

30

26

27

25

27

29

31

28

29

17

18

30

24

30

25

10

15

13

13

23

20

18

10

49


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

35

37.5

40

42.5

110

115

120

125

130

135

140

145

VERY DENSEGRAY

SILTY FINE SAND

DENSEGRAY

SILTY FINE SAND

VERY DENSEGRAY

SILTY FINE SAND

SM

SM

SM

-200%=14

34

31

35

36

43

35

38

45


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

0

2.5

5

7.5

10

0

5

10

15

20

25

30

35

LOOSEGRAY

FINE SAND WITH SILT

MEDIUM DENSEGRAY

FINE SAND WITH SILT

LOOSEGRAY

FINE SAND WITH SILT

MEDIUM DENSEGRAY

FINE SAND WITH SILT

SP-SM

SP-SM

SP-SM

SP-SM

-200%=5

-200%=9

-200%=6

-200%=9

12

21

24

23

21

23

24

23

24

22

20

19

22

18

17

17

20

23

4

5

9

8

9

8

5

4

5

7

6

5

6

11

10

10

13

28


CLIENT: RS&H, INC.




DRILLER: R. ROGERS FLUID LOSS: NONE



DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

12.5

15

17.5

20

40

45

50

55

60

65

70

DENSEGRAY

FINE SAND WITH SILT

LOOSEBROWN

SILTY FINE SAND

DENSEBROWN

SILTY FINE SAND

VERY SOFTDARK GRAY

HIGHLY PLASTIC CLAY WITH SAND

SOFTDARK GRAY

HIGHLY PLASTIC CLAY WITH SAND

MEDIUM DENSEGRAY


MEDIUM DENSEGRAY

SP-SM

SM

SM

CH

CH

SM

-200%=18

-200%=74LL=44PI=33

-200%=13

22

24

23

28

43

55

47

32

22

19

25

23

28

30

24

6

7

24

WOH

WOH

2

1

8

13

11

8

11

14

WOH

WOH


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

22.5

25

27.5

30

32.5

75

80

85

90

95

100

105


DENSEGRAY


MEDIUM DENSEGRAY


SC

SC

SC

-200%=37LL=26PI=16

-200%=41

29

29

28

27

26

23

25

24

24

23

23

18

16

26

24

15

14

10

10

10

11

15


CLIENT: RS&H, INC.







DE

PT

H (

ME

TE

RS

)

DE

PT

H (

FE

ET

)

SA

MP

LE

SY

MB

OL


RESULTSWc(%)

Wc (%)

10

20

30

40

60

N

N-Value

10

20

30

40

60

80

Th

is in

form

ati

on

pe

rta

ins

on

ly t

o t

his

bo

rin

g a

nd

sh

ou

ld n

ot

be

in

terp

rete

d a

s b

ein

g in

dic

itiv

e o

f th

e s

ite

.

APPENDIX C SOIL CLASSIFICATION DATA

0.0-0.5 9 -- SP MEDIUM DENSEGRAY

FINE SAND1.0-1.5 5 13 SP MEDIUM DENSE

GRAYFINE SAND

2.0-2.5 8 100 100 100 99 65 8 2 13 SP MEDIUM DENSEGRAY


GRAYFINE SAND

4.0-4.5 9 8 SP MEDIUM DENSEGRAY

FINE SAND4.5-6.0 7 100 100 100 98 60 8 4 9 SP MEDIUM DENSE

GRAYFINE SAND



GRAYFINE SAND


FINE SAND10.5-12.0 12 100 100 100 99 38 10 4 24 SP DENSE

GRAYFINE SAND

12.5-14.0 14 25 SP DENSEGRAY

FINE SAND15.0-16.5 22 24 SP DENSE

GRAYFINE SAND

17.5-19.0 23 26 SP DENSEGRAY


SOIL CLASSIFICATION DATA

Project: SR 30 (US 98) DUPONT BRIDGE OVER ST. ANDREW BAY

Client: RS&H, INC. Project No.: 23-79-18-03

Boring: B-1 Location: BAY COUNTY, FLORIDA

DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description

FINE SAND20.0-21.5 23 34 SP DENSE

GRAYFINE SAND

22.5-24.0 21 98 97 95 90 45 10 6 18 SP-SM MEDIUM DENSEGRAY

FINE SAND WITH SILT25.0-26.5 22 20 SP-SM MEDIUM DENSE

GRAYFINE SAND WITH SILT

27.5-29.0 20 9 SP-SM MEDIUM DENSEGRAY







FINE SAND WITH SILT40.0-41.5 23 27 SP-SM DENSE


42.5-44.0 23 26 SP-SM DENSEGRAY



47.5-49.0 60 4 2 CH SOFTDARK GRAY

ORGANIC HIGHLY PLASTIC SANDY CLAY50.0-51.5 108 100 84 77 68 62 57 54 12 2 CH SOFT






DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description

DARK GRAYORGANIC HIGHLY PLASTIC SANDY CLAY

52.5-54.0 104 4 CH FIRMDARK GRAY

ORGANIC HIGHLY PLASTIC SANDY CLAY55.0-56.5 113 12 4 CH FIRM


57.5-59.0 108 100 85 74 69 66 62 55 10 5 CH FIRMDARK GRAY

ORGANIC HIGHLY PLASTIC SANDY CLAY60.0-61.5 107 5 CH FIRM


62.5-64.0 42 3 13 SC MEDIUM DENSEGRAY

CLAYEY SAND WITH CEMENTED SAND65.0-66.5 46 100 100 100 99 98 60 21 30 16 18 SC MEDIUM DENSE

GRAYCLAYEY SAND WITH CEMENTED SAND




72.5-74.0 25 100 100 100 95 46 12 5 36 SP-SM DENSEGRAY

FINE SAND75.0-76.5 24 28 SP-SM DENSE

GRAYFINE SAND


FINE SAND80.0-81.5 23 32 SP-SM DENSE

GRAYFINE SAND






DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description

82.5-84.0 26 97 96 93 70 44 34 18 34 SM DENSEGRAY


85.0-86.5 28 24 SM DENSEGRAY


87.5-89.0 28 28 SM DENSEGRAY


90.0-91.5 31 29 SM DENSEGRAY


92.5-94.0 35 14 SM MEDIUM DENSEGRAY


95.0-96.5 29 91 78 69 63 55 43 23 21 SM MEDIUM DENSEGRAY









DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description

0.0-17.0 -- WATER17.0-18.0 -- WOR SC VERY LOOSE

DARK GRAYCLAYEY SAND

18.0-20.0 21 3 SP-SM LOOSEGRAY

FINE SAND WITH SILT AND SHELL20.0-21.5 22 99 98 97 93 48 11 8 4 SP-SM LOOSE

GRAYFINE SAND WITH SILT AND SHELL

22.5-24.0 24 10 SP-SM MEDIUM DENSELIGHT GRAY


LIGHT GRAYFINE SAND WITH SILT

27.5-29.0 24 100 100 100 99 35 8 5 14 SP-SM MEDIUM DENSELIGHT GRAY



32.5-34.0 23 9 SP-SM MEDIUM DENSELIGHT GRAY



37.5-39.0 105 93 90 90 90 89 83 68 14 3 CH FIRMDARK GRAY


40.0-41.5 108 13 4 CH FIRMDARK GRAY


42.5-44.5 40 ST SC MEDIUM DENSEDARK GRAY






DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description

CLAYEY SAND45.0-47.0 37 13 SC MEDIUM DENSE


47.5-49.0 46 100 99 98 95 88 56 34 31 11 8 SC MEDIUM DENSEDARK GRAY



52.5-54.0 30 18 SC MEDIUM DENSEDARK GRAY

CLAYEY SAND55.0-56.5 23 10 SM MEDIUM DENSE

GRAYSILTY FINE SAND


SILTY FINE SAND60.0-61.5 25 100 100 99 99 93 45 14 32 SM DENSE

GRAYSILTY FINE SAND

62.5-64.0 27 29 SM DENSEGRAY

SILTY FINE SAND65.0-66.5 32 2 27 SC DENSE


67.5-69.0 33 97 92 87 81 67 55 35 38 SC DENSEGRAY

CLAYEY SAND WITH SHELL70.0-71.5 26 12 SC MEDIUM DENSE


72.5-74.0 27 14 SC MEDIUM DENSEGRAY

CLAYEY SAND WITH CEMENTED SAND75.0-76.5 31 73 SC VERY DENSE






DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description


77.5-79.0 33 64 SC VERY DENSEGRAY



82.5-84.0 28 79 74 67 60 53 43 31 20 SC MEDIUM DENSEGRAY

CLAYEY SAND WITH CEMENTED SAND85.0-86.5 22 17 SC MEDIUM DENSE












CLAYEY SAND WITH CEMENTED SAND105.0-106.5 20 52 SM VERY DENSE

GRAYSILTY FINE SAND






DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description

108.0-110.0 18 42 SM VERY DENSEGRAY

SILTY FINE SAND






DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description



37.5-39.0 -- WOR SC VERY LOOSEDARK GRAY

CLAYEY SAND40.0-41.5 38 100 99 98 94 56 35 26 WOR SC VERY LOOSE


42.5-44.0 40 WOR SC VERY LOOSEDARK GRAY

CLAYEY SAND45.0-46.5 28 3 SP-SM LOOSE

DARK GRAYFINE SAND WITH SILT AND SHELL

47.5-49.0 23 3 SP-SM LOOSEDARK GRAY

FINE SAND WITH SILT AND SHELL50.0-51.5 19 92 85 77 62 32 13 7 4 SP-SM LOOSE



FINE SAND WITH SILT55.0-56.5 24 5 SP-SM LOOSE



FINE SAND WITH SILT60.0-61.5 24 100 99 97 89 36 19 6 10 SP-SM MEDIUM DENSE









DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description


67.5-69.0 33 89 87 84 77 62 54 30 29 15 23 SC MEDIUM DENSEGRAY







CLAYEY SAND WITH SHELL80.0-81.5 31 26 SC DENSE


82.5-84.0 36 41 SC VERY DENSEGRAY














DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description

97.5-99.0 30 92 83 74 64 58 54 34 24 SC DENSEGRAY

CLAYEY SAND WITH CEMENTED SAND100.0-101.5 28 30 SC DENSE


102.5-104.0 26 24 SC DENSEGRAY



107.5-109.0 30 100 100 99 99 98 72 21 51 SM VERY DENSEGRAY

SILTY FINE SAND110.0-111.5 28 48 SM VERY DENSE

GRAYSILTY FINE SAND



GRAYSILTY FINE SAND

118.0-120.0 29 100 100 100 99 98 60 14 60 SM VERY DENSEGRAY

SILTY FINE SAND






DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description



52.5-54.0 -- WOR SC VERY LOOSEDARK GRAY

CLAYEY SAND55.0-56.5 40 100 97 96 90 68 35 20 30 18 WOR SC VERY LOOSE


57.5-59.0 37 WOR SC VERY LOOSEDARK GRAY

CLAYEY SAND60.0-61.5 25 100 100 100 96 49 18 14 19 SM MEDIUM DENSE

GRAYSILTY FINE SAND WITH SHELL


SILTY FINE SAND WITH SHELL65.0-66.5 29 18 SM MEDIUM DENSE








77.5-79.0 22 84 74 69 63 58 50 38 52 SC VERY DENSEGRAY







DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description









CLAYEY SAND WITH CEMENTED SAND95.0-96.5 27 94 81 69 59 54 51 46 23 SC MEDIUM DENSE







GRAYSILTY FINE SAND



GRAYSILTY FINE SAND






DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description



GRAYSILTY FINE SAND

117.5-119.0 30 100 100 100 99 97 51 23 31 SM DENSEGRAY

SILTY FINE SAND120.0-121.5 30 26 SM DENSE

GRAYSILTY FINE SAND

122.5-124.0 29 35 SM DENSEGRAY


GRAYSILTY FINE SAND

127.5-129.0 30 37 SM DENSEGRAY


GRAYSILTY FINE SAND


SILTY FINE SAND135.0-136.5 37 100 100 99 98 96 75 35 23 SC MEDIUM DENSE

GRAYCLAYEY SAND



GRAYCLAYEY SAND







DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description


GRAYCLAYEY SAND


CLAYEY SAND






DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description


DARK GRAYORGANIC CLAYEY SAND

52.5-54.0 88 100 98 97 90 71 42 31 4 WOR SC VERY LOOSEDARK GRAY

ORGANIC CLAYEY SAND55.0-56.5 74 WOR SC VERY LOOSE


57.5-59.0 76 5 WOR SC VERY LOOSEDARK GRAY

ORGANIC CLAYEY SAND60.0-61.5 73 WOR SC VERY LOOSE


62.5-64.0 76 4 WOR SC VERY LOOSEDARK GRAY

ORGANIC CLAYEY SAND65.0-66.5 18 8 SP-SM MEDIUM DENSE

GRAYFINE SAND WITH SILT AND SHELL





CLAYEY SAND WITH CEMENTED SAND75.0-76.5 31 92 82 75 69 62 49 30 81 SC VERY DENSE


77.5-78.8 29 70/9" SC VERY DENSEGRAY







DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description
















GRAYSILTY FINE SAND



GRAYSILTY FINE SAND






DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description

112.5-114.0 33 37 SM DENSEGRAY


GRAYSILTY FINE SAND

117.5-119.0 29 100 100 100 99 92 53 18 34 SM DENSEGRAY


GRAYSILTY FINE SAND

122.5-124.0 29 28 SM DENSEGRAY


GRAYSILTY FINE SAND


SILTY FINE SAND






DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description

0.0-32.5 -- WATER32.5-34.0 69 100 100 98 85 75 69 57 WOR CH VERY SOFT


35.0-36.5 87 8 WOR CH VERY SOFTDARK GRAY

ORGANIC HIGHLY PLASTIC SANDY CLAY37.5-39.0 74 WOR CH VERY SOFT



ORGANIC HIGHLY PLASTIC SANDY CLAY42.5-44.0 66 WOR CH VERY SOFT


45.0-46.5 83 100 100 99 97 93 89 80 7 WOR CH VERY SOFTDARK GRAY

ORGANIC HIGHLY PLASTIC CLAY WITH SAND47.5-49.0 76 WOR CH VERY SOFT

DARK GRAYORGANIC HIGHLY PLASTIC CLAY WITH SAND


ORGANIC HIGHLY PLASTIC CLAY WITH SAND52.5-54.0 66 7 WOR CH VERY SOFT


55.0-56.0 64 100 100 100 91 80 55 52 WOR CH VERY SOFTDARK GRAY

ORGANIC HIGHLY PLASTIC SANDY CLAY57.5-59.0 89 14 WOR CH VERY SOFT



SILTY FINE SAND WITH SHELL62.5-64.0 22 100 100 99 99 94 48 13 12 SM MEDIUM DENSE






DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description











80.0-81.5 27 24 SC DENSEGRAY

CLAYEY SAND WITH CEMENTED SAND82.5-84.0 22 91 72 54 43 37 32 27 30 SC DENSE


85.0-86.5 28 25 SC DENSEGRAY











DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description









GRAYSILTY FINE SAND



GRAYSILTY FINE SAND

115.0-116.5 35 100 100 100 99 97 27 14 38 SM DENSEGRAY


GRAYSILTY FINE SAND






DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description

0.0-1.5 12 100 100 99 66 24 8 5 4 SP-SM LOOSEGRAY







FINE SAND WITH SILT7.5-9.0 23 100 100 99 79 47 20 9 8 SP-SM MEDIUM DENSE








17.5-19.0 20 100 100 96 80 48 23 6 6 SP-SM LOOSEGRAY









DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description










FINE SAND WITH SILT40.0-41.5 24 100 100 99 83 62 39 18 6 SM LOOSE

BROWNSILTY FINE SAND

42.5-44.0 23 7 SM LOOSEBROWN


BROWNSILTY FINE SAND

47.5-49.0 43 WOH CH VERY SOFTDARK GRAY

HIGHLY PLASTIC CLAY WITH SAND50.0-51.5 55 WOH CH VERY SOFT

DARK GRAYHIGHLY PLASTIC CLAY WITH SAND

52.5-54.0 47 100 100 98 90 86 84 74 44 33 2 CH SOFTDARK GRAY

HIGHLY PLASTIC CLAY WITH SAND55.0-56.5 32 1 CH SOFT






DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description

DARK GRAYHIGHLY PLASTIC CLAY WITH SAND


SILTY FINE SAND WITH SHELL60.0-61.5 19 100 100 98 58 27 18 13 13 SM MEDIUM DENSE











77.5-79.0 28 26 SC DENSEGRAY











DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description








CLAYEY SAND WITH CEMENTED SAND






DEPTH(FEET)

Wc(%)

-4(%)

-10(%)

-20(%)

-40(%)

-60(%)

-100(%)

-200(%)

LL PIOrg.(%)

NValue

USCS Description

APPENDIX D GRAIN-SIZE DISTRIBUTION

CURVES

FINE SAND TO FINE SAND WITH SILT (SP / SP-SM)

Project No: Date: 06/06/19

Boring No: Depth: 27.5 - 29.0 (FEET)

Soil Description

Sieve No. Diameter Percent Passing D10 0.16 mm(Millimeters) (%)

D50 0.28 mm

4 4.750 100 D60 0.29 mm

10 2.000 100 D85 0.32 mm

20 0.840 100 D95 0.37 mm

40 0.425 99Cu 1.8

60 0.250 35 Where:

100 0.150 8 Cu= Coefficient Of Uniformity

200 0.075 5

SP-SM

23-79-18-03

MECHANICAL GRAIN-SIZE ANALYSIS (ASTM D1140-54)

B-2

LIGHT GRAY FINE SAND

ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.Page 1 of 2



Soil Description

(ASTM D1140-54)MECHANICAL GRAIN-SIZE ANALYSIS

23-79-18-03

B-2

LIGHT GRAY FINE SANDSP-SM

0

10

20

30

40

50

60

70

80

90

100

0.0010.0100.1001.00010.000100.000

Perc

ent F

iner

Particle Diameter, mm

Grain Size Distribution Curve




Soil Description

Sieve No. Diameter Percent Passing D10 0.10 mm(Millimeters) (%)

D50 0.28 mm

4 4.750 100 D60 0.29 mm

10 2.000 99 D85 0.37 mm

20 0.840 97 D95 0.60 mm

40 0.425 89Cu 2.9

60 0.250 36 Where:

100 0.150 19 Cu= Coefficient Of Uniformity

200 0.075 6

GRAY FINE SANDSP-SM

23-79-18-03


B-3




Soil Description


23-79-18-03

B-3

GRAY FINE SANDSP-SM

0

10

20

30

40

50

60

70

80

90

100

0.0010.0100.1001.00010.000100.000

Perc

ent F

iner




SILTY FINE SAND (SM)



Soil Description

Sieve No. Diameter Percent Passing D10 0.060 * mm(Millimeters) (%)

D50 0.16 mm

4 4.750 100 D60 0.18 mm

10 2.000 100 D85 0.22 mm

20 0.840 99 D95 0.26 mm

40 0.425 99Cu 3.0 *

60 0.250 93 Where:

100 0.150 45 Cu= Coefficient Of Uniformity*= Estimated from extrapolation

200 0.075 14 *= of grain-size curve

GRAY SILTY SANDSM

23-79-18-03


B-2




Soil Description


23-79-18-03

B-2

GRAY SILTY SANDSM

0

10

20

30

40

50

60

70

80

90

100

0.0010.0100.1001.00010.000100.000

Perc

ent F

iner




CLAYEY SAND (SC)



Soil Description

Sieve No. Diameter Percent Passing D10 0.025 * mm(Millimeters) (%)

D50 0.14 mm

4 4.750 100 D60 0.17 mm

10 2.000 99 D85 0.22 mm

20 0.840 98 D95 0.43 mm

40 0.425 95Cu 6.8 *

60 0.250 88 Where:

100 0.150 56 Cu= Coefficient Of Uniformity*= Estimated from extrapolation

200 0.075 34 *= of grain-size curve

DARK GRAY CLAYEY SANDSC

23-79-18-03


B-2




Soil Description


23-79-18-03

B-2

DARK GRAY CLAYEY SANDSC

0

10

20

30

40

50

60

70

80

90

100

0.0010.0100.1001.00010.000100.000

Perc

ent F

iner




HIGHLY PLASTIC CLAY (CH)



Soil Description

Sieve No. Diameter Percent Passing D10 N/A mm

(Millimeters) (%)D50 N/A mm

4 4.750 100 D60 0.09 mm

10 2.000 100 D85 0.43 mm

20 0.840 98 D95 0.66 mm

40 0.425 85Cu N/A

60 0.250 75 Where:

100 0.150 69 Cu= Coefficient Of UniformityN/A= Value Not Avaliable

200 0.075 57

CH

23-79-18-03


B-6

DARK GRAY ORGANIC HIGHLY PLASTIC CLAY




Soil Description


23-79-18-03

B-6

DARK GRAY ORGANIC HIGHLY PLASTIC CLAYCH

0

10

20

30

40

50

60

70

80

90

100

0.0010.0100.1001.00010.000100.000

Per

ce

nt

Fin

er




APPENDIX E SAMPLE AXIAL CAPACITY ANALYSIS

SOIL BORING B-3

file:///J|/...E%20-%20Axial%20Capacity%20Analysis/FB%20Deep%20Outputs/B-3%20FB%20Deep%20Output%20-%2024inch%20PPC.txt[7/15/2019 5:39:05 PM]

Florida Bridge Software Institute Date: July 01, 2019Shaft and Pile Analysis (FB-Deep v.2.04) Time: 17:17:52_________________________________________________________________________________

General Information:==================== Input file: .....ont Bridge\(03) - Bridge\Report\Sample Calcs\FB Deep - B-3.spc Project number: 23-79-18-03 Job name: SR 30 DUPONT BRIDGE Engineer: M. HAYDEN, P.E. Units: English

Analysis Information:=====================Analysis Type: SPT

Soil Information:================= Boring date: 4/26/2019, Boring Number: B-3 Station number: Offset:

Ground Elevation: 0.000(ft)

Hammer type: Automatic Hammer, Correction factor = 1.24

ID Depth No. of Blows Soil Type (ft) (Blows/ft) ----- ------------ ------------- ------------------------------- 1 0.00 0.50 2- Clay and silty sand 2 2.00 0.50 2- Clay and silty sand 3 4.50 0.50 2- Clay and silty sand 4 7.00 0.50 2- Clay and silty sand 5 9.50 3.00 3- Clean sand 6 12.00 3.00 3- Clean sand 7 14.50 4.00 3- Clean sand 8 17.00 4.00 3- Clean sand 9 19.50 5.00 3- Clean sand 10 22.00 4.00 3- Clean sand 11 24.50 10.00 3- Clean sand 12 27.00 18.00 3- Clean sand 13 29.50 12.00 3- Clean sand 14 32.00 23.00 2- Clay and silty sand 15 34.50 19.00 2- Clay and silty sand 16 37.00 12.00 2- Clay and silty sand 17 39.50 16.00 2- Clay and silty sand 18 42.00 20.00 2- Clay and silty sand 19 44.50 26.00 2- Clay and silty sand 20 47.00 41.00 2- Clay and silty sand 21 49.50 24.00 2- Clay and silty sand 22 52.00 18.00 2- Clay and silty sand


23 54.50 15.00 2- Clay and silty sand 24 57.00 14.00 2- Clay and silty sand 25 59.50 18.00 2- Clay and silty sand 26 62.00 24.00 2- Clay and silty sand 27 64.50 30.00 2- Clay and silty sand 28 67.00 24.00 2- Clay and silty sand 29 69.50 25.00 2- Clay and silty sand 30 72.00 51.00 3- Clean sand 31 74.50 48.00 3- Clean sand 32 77.00 41.00 3- Clean sand 33 79.50 47.00 3- Clean sand 34 82.50 60.00 3- Clean sand 35 84.50 60.00 3- Clean sand

Blowcount Average Per Soil Layer ----------------------------------

Layer Starting Bottom Thickness Average Soil Type Num. Elevation Elevation Blowcount (ft) (ft) (ft) (Blows/ft) ----- ---------- ---------- ---------- ------------- --------------------------------- 1 0.00 -9.50 9.50 0.50 2-Clay and Silty Sand 2 -9.50 -32.00 22.50 7.00 3-Clean Sand 3 -32.00 -72.00 40.00 21.81 2-Clay and Silty Sand 4 -72.00 -84.50 12.50 48.88 3-Clean Sand

Driven Pile Data:================= Pile unit weight = 150.00(pcf), Section Type: Square

Pile Geometry:-------------- Width Length Tip Elev. (in) (ft) (ft) ---------- ---------- ---------- 24.00 1.00 -1.00 24.00 3.00 -3.00 24.00 5.00 -5.00 24.00 7.00 -7.00 24.00 9.00 -9.00 24.00 11.00 -11.00 24.00 13.00 -13.00 24.00 15.00 -15.00 24.00 17.00 -17.00 24.00 19.00 -19.00 24.00 21.00 -21.00 24.00 23.00 -23.00 24.00 25.00 -25.00 24.00 27.00 -27.00 24.00 29.00 -29.00 24.00 31.00 -31.00


24.00 33.00 -33.00 24.00 35.00 -35.00 24.00 37.00 -37.00 24.00 39.00 -39.00 24.00 41.00 -41.00 24.00 43.00 -43.00 24.00 45.00 -45.00 24.00 47.00 -47.00 24.00 49.00 -49.00 24.00 51.00 -51.00 24.00 53.00 -53.00 24.00 55.00 -55.00 24.00 57.00 -57.00 24.00 59.00 -59.00 24.00 61.00 -61.00 24.00 63.00 -63.00 24.00 65.00 -65.00 24.00 67.00 -67.00 24.00 69.00 -69.00 24.00 71.00 -71.00 24.00 73.00 -73.00 24.00 75.00 -75.00 24.00 77.00 -77.00 24.00 79.00 -79.00 24.00 81.00 -81.00 24.00 83.00 -83.00 24.00 85.00 -85.00

Driven Pile Capacity:=====================

Test Pile Ultimate Mobilized Estimated Allowable Ultimate Pile Width Side End Davisson Pile Pile Length Friction Bearing Capacity Capacity Capacity (ft) (in) (tons) (tons) (tons) (tons) (tons) ----- ------ ---------- ---------- ---------- ---------- ---------- 1.00 24.0 0.00 0.00 0.00 0.00 0.00 3.00 24.0 0.00 0.00 0.00 0.00 0.00 5.00 24.0 0.00 0.00 0.00 0.00 0.00 7.00 24.0 0.00 0.00 0.00 0.00 0.00 9.00 24.0 0.00 0.00 0.00 0.00 0.00 11.00 24.0 0.00 0.05 0.05 0.02 0.14 13.00 24.0 0.00 0.94 0.94 0.47 2.81 15.00 24.0 0.00 2.17 2.17 1.08 6.50 17.00 24.0 0.00 4.84 4.84 2.42 14.53 19.00 24.0 0.30 12.37 12.67 6.33 37.41 21.00 24.0 1.04 25.47 26.51 13.25 77.45 23.00 24.0 1.52 36.02 37.54 18.77 109.58 25.00 24.0 3.51 41.48 45.00 22.50 127.97 27.00 24.0 7.43 43.28 50.71 25.36 137.27 29.00 24.0 11.90 43.27 55.17 27.59 141.71


31.00 24.0 17.59 43.10 60.70 30.35 146.90 33.00 24.0 39.14 43.44 82.59 41.29 169.47 35.00 24.0 52.72 44.39 97.12 48.56 185.91 37.00 24.0 62.24 47.63 109.87 54.94 205.14 39.00 24.0 70.01 56.04 126.06 63.03 238.15 41.00 24.0 81.45 65.94 147.39 73.70 279.27 43.00 24.0 96.04 67.21 163.25 81.62 297.68 45.00 24.0 112.66 64.44 177.10 88.55 305.99 47.00 24.0 131.79 59.37 191.16 95.58 309.91 49.00 24.0 150.72 53.96 204.68 102.34 312.60 51.00 24.0 166.76 51.27 218.04 109.02 320.59 53.00 24.0 180.63 51.46 232.09 116.04 335.00 55.00 24.0 193.04 54.04 247.08 123.54 355.17 57.00 24.0 204.69 58.18 262.87 131.43 379.23 59.00 24.0 217.00 62.30 279.29 139.65 403.89 61.00 24.0 231.28 63.40 294.68 147.34 421.48 63.00 24.0 247.79 62.55 310.34 155.17 435.45 65.00 24.0 266.00 76.56 342.56 171.28 495.69 67.00 24.0 283.47 103.59 387.06 193.53 594.24 69.00 24.0 300.25 130.47 430.72 215.36 691.67 71.00 24.0 317.52 151.12 468.63 234.32 770.86 73.00 24.0 344.52 158.26 502.78 251.39 819.31 75.00 24.0 360.14 160.42 520.56 260.28 841.40 77.00 24.0 372.49 165.10 537.59 268.79 867.79 79.00 24.0 ********** Not enough soil data *******





Driven Pile Data:================= Pile unit weight = 150.00(pcf), Section Type: Square

Pile Geometry:-------------- Width Length Tip Elev. (in) (ft) (ft) ---------- ---------- ---------- 30.00 1.00 -1.00 30.00 3.00 -3.00 30.00 5.00 -5.00 30.00 7.00 -7.00 30.00 9.00 -9.00 30.00 11.00 -11.00 30.00 13.00 -13.00 30.00 15.00 -15.00 30.00 17.00 -17.00 30.00 19.00 -19.00 30.00 21.00 -21.00 30.00 23.00 -23.00 30.00 25.00 -25.00 30.00 27.00 -27.00 30.00 29.00 -29.00 30.00 31.00 -31.00


30.00 33.00 -33.00 30.00 35.00 -35.00 30.00 37.00 -37.00 30.00 39.00 -39.00 30.00 41.00 -41.00 30.00 43.00 -43.00 30.00 45.00 -45.00 30.00 47.00 -47.00 30.00 49.00 -49.00 30.00 51.00 -51.00 30.00 53.00 -53.00 30.00 55.00 -55.00 30.00 57.00 -57.00 30.00 59.00 -59.00 30.00 61.00 -61.00 30.00 63.00 -63.00 30.00 65.00 -65.00 30.00 67.00 -67.00 30.00 69.00 -69.00 30.00 71.00 -71.00 30.00 73.00 -73.00 30.00 75.00 -75.00 30.00 77.00 -77.00 30.00 79.00 -79.00 30.00 81.00 -81.00 30.00 83.00 -83.00 30.00 85.00 -85.00




31.00 30.0 19.99 60.08 80.07 40.04 200.23 33.00 30.0 48.85 61.21 110.05 55.03 232.47 35.00 30.0 64.96 63.02 127.98 63.99 254.03 37.00 30.0 75.21 68.98 144.19 72.10 282.16 39.00 30.0 83.61 81.51 165.12 82.56 328.15 41.00 30.0 96.59 94.34 190.93 95.47 379.62 43.00 30.0 113.89 101.98 215.86 107.93 419.81 45.00 30.0 134.40 100.13 234.52 117.26 434.77 47.00 30.0 157.95 91.80 249.75 124.87 433.35 49.00 30.0 181.36 83.06 264.42 132.21 430.53 51.00 30.0 201.36 79.89 281.25 140.63 441.04 53.00 30.0 218.76 80.26 299.02 149.51 459.54 55.00 30.0 234.38 84.21 318.60 159.30 487.02 57.00 30.0 249.07 90.90 339.97 169.98 521.76 59.00 30.0 264.54 95.75 360.29 180.14 551.78 61.00 30.0 282.40 99.04 381.44 190.72 579.51 63.00 30.0 302.97 117.25 420.22 210.11 654.71 65.00 30.0 325.62 149.89 475.51 237.76 775.30 67.00 30.0 347.38 179.98 527.36 263.68 887.33 69.00 30.0 368.31 206.52 574.83 287.41 987.86 71.00 30.0 389.85 233.49 623.34 311.67 1090.33 73.00 30.0 430.72 243.19 673.91 336.95 1160.29 75.00 30.0 450.65 245.42 696.06 348.03 1186.90 77.00 30.0 ********** Not enough soil data *******

file:///J|/...20Analysis/FB%20Deep%20Outputs/B-3%20FB%20Deep%20Output%20-%2030inch%20Steel%20Pipe%20(Closed%20end).txt[7/15/2019 5:39:13 PM]












Driven Pile Data:================= Pile unit weight = 490.00(pcf), Section Type: Pipe

Pile Geometry:-------------- Width Length Tip Elev. Thickness Pile End (in) (ft) (ft) (in) ---------- ---------- ---------- ---------- ---------- 30.00 1.00 -1.00 0.50 CLOSED 30.00 3.00 -3.00 0.50 CLOSED 30.00 5.00 -5.00 0.50 CLOSED 30.00 7.00 -7.00 0.50 CLOSED 30.00 9.00 -9.00 0.50 CLOSED 30.00 11.00 -11.00 0.50 CLOSED 30.00 13.00 -13.00 0.50 CLOSED 30.00 15.00 -15.00 0.50 CLOSED 30.00 17.00 -17.00 0.50 CLOSED 30.00 19.00 -19.00 0.50 CLOSED 30.00 21.00 -21.00 0.50 CLOSED 30.00 23.00 -23.00 0.50 CLOSED 30.00 25.00 -25.00 0.50 CLOSED 30.00 27.00 -27.00 0.50 CLOSED 30.00 29.00 -29.00 0.50 CLOSED 30.00 31.00 -31.00 0.50 CLOSED


30.00 33.00 -33.00 0.50 CLOSED 30.00 35.00 -35.00 0.50 CLOSED 30.00 37.00 -37.00 0.50 CLOSED 30.00 39.00 -39.00 0.50 CLOSED 30.00 41.00 -41.00 0.50 CLOSED 30.00 43.00 -43.00 0.50 CLOSED 30.00 45.00 -45.00 0.50 CLOSED 30.00 47.00 -47.00 0.50 CLOSED 30.00 49.00 -49.00 0.50 CLOSED 30.00 51.00 -51.00 0.50 CLOSED 30.00 53.00 -53.00 0.50 CLOSED 30.00 55.00 -55.00 0.50 CLOSED 30.00 57.00 -57.00 0.50 CLOSED 30.00 59.00 -59.00 0.50 CLOSED 30.00 61.00 -61.00 0.50 CLOSED 30.00 63.00 -63.00 0.50 CLOSED 30.00 65.00 -65.00 0.50 CLOSED 30.00 67.00 -67.00 0.50 CLOSED 30.00 69.00 -69.00 0.50 CLOSED 30.00 71.00 -71.00 0.50 CLOSED 30.00 73.00 -73.00 0.50 CLOSED 30.00 75.00 -75.00 0.50 CLOSED 30.00 77.00 -77.00 0.50 CLOSED 30.00 79.00 -79.00 0.50 CLOSED 30.00 81.00 -81.00 0.50 CLOSED 30.00 83.00 -83.00 0.50 CLOSED 30.00 85.00 -85.00 0.50 CLOSED




31.00 30.0 14.76 47.19 61.94 30.97 156.31 33.00 30.0 33.06 48.07 81.13 40.56 177.28 35.00 30.0 42.56 49.50 92.06 46.03 191.06 37.00 30.0 49.11 54.18 103.29 51.64 211.65 39.00 30.0 54.63 64.02 118.65 59.32 246.69 41.00 30.0 62.59 74.10 136.69 68.35 284.89 43.00 30.0 72.78 80.09 152.87 76.43 313.05 45.00 30.0 84.24 78.64 162.88 81.44 320.15 47.00 30.0 96.55 72.10 168.65 84.33 312.85 49.00 30.0 108.84 65.23 174.07 87.04 304.54 51.00 30.0 120.15 62.75 182.90 91.45 308.40 53.00 30.0 130.56 63.04 193.59 96.80 319.67 55.00 30.0 140.24 66.14 206.38 103.19 338.66 57.00 30.0 149.51 71.39 220.90 110.45 363.68 59.00 30.0 159.11 75.20 234.31 117.15 384.71 61.00 30.0 169.69 77.69 247.37 123.69 402.74 63.00 30.0 181.20 84.13 265.33 132.67 433.60 65.00 30.0 193.30 94.24 287.54 143.77 476.02 67.00 30.0 205.16 103.11 308.27 154.14 514.50 69.00 30.0 216.81 112.11 328.92 164.46 553.15 71.00 30.0 228.37 121.67 350.04 175.02 593.38 73.00 30.0 249.92 125.19 375.11 187.55 625.50 75.00 30.0 259.90 126.02 385.93 192.96 637.98 77.00 30.0 ********** Not enough soil data *******





Driven Pile Data:================= Pile unit weight = 490.00(pcf), Section Type: Pipe

Pile Geometry:-------------- Width Length Tip Elev. Thickness Pile End (in) (ft) (ft) (in) ---------- ---------- ---------- ---------- ---------- 36.00 1.00 -1.00 0.50 CLOSED 36.00 3.00 -3.00 0.50 CLOSED 36.00 5.00 -5.00 0.50 CLOSED 36.00 7.00 -7.00 0.50 CLOSED 36.00 9.00 -9.00 0.50 CLOSED 36.00 11.00 -11.00 0.50 CLOSED 36.00 13.00 -13.00 0.50 CLOSED 36.00 15.00 -15.00 0.50 CLOSED 36.00 17.00 -17.00 0.50 CLOSED 36.00 19.00 -19.00 0.50 CLOSED 36.00 21.00 -21.00 0.50 CLOSED 36.00 23.00 -23.00 0.50 CLOSED 36.00 25.00 -25.00 0.50 CLOSED 36.00 27.00 -27.00 0.50 CLOSED 36.00 29.00 -29.00 0.50 CLOSED 36.00 31.00 -31.00 0.50 CLOSED


36.00 33.00 -33.00 0.50 CLOSED 36.00 35.00 -35.00 0.50 CLOSED 36.00 37.00 -37.00 0.50 CLOSED 36.00 39.00 -39.00 0.50 CLOSED 36.00 41.00 -41.00 0.50 CLOSED 36.00 43.00 -43.00 0.50 CLOSED 36.00 45.00 -45.00 0.50 CLOSED 36.00 47.00 -47.00 0.50 CLOSED 36.00 49.00 -49.00 0.50 CLOSED 36.00 51.00 -51.00 0.50 CLOSED 36.00 53.00 -53.00 0.50 CLOSED 36.00 55.00 -55.00 0.50 CLOSED 36.00 57.00 -57.00 0.50 CLOSED 36.00 59.00 -59.00 0.50 CLOSED 36.00 61.00 -61.00 0.50 CLOSED 36.00 63.00 -63.00 0.50 CLOSED 36.00 65.00 -65.00 0.50 CLOSED 36.00 67.00 -67.00 0.50 CLOSED 36.00 69.00 -69.00 0.50 CLOSED 36.00 71.00 -71.00 0.50 CLOSED 36.00 73.00 -73.00 0.50 CLOSED 36.00 75.00 -75.00 0.50 CLOSED 36.00 77.00 -77.00 0.50 CLOSED 36.00 79.00 -79.00 0.50 CLOSED 36.00 81.00 -81.00 0.50 CLOSED 36.00 83.00 -83.00 0.50 CLOSED 36.00 85.00 -85.00 0.50 CLOSED




31.00 36.0 16.39 63.56 79.95 39.97 207.06 33.00 36.0 39.61 65.31 104.92 52.46 235.54 35.00 36.0 50.56 67.44 117.99 59.00 252.87 37.00 36.0 57.52 74.33 131.86 65.93 280.53 39.00 36.0 64.53 84.03 148.56 74.28 316.61 41.00 36.0 73.94 93.49 167.42 83.71 354.40 43.00 36.0 85.56 101.57 187.13 93.56 390.27 45.00 36.0 99.24 103.92 203.17 101.58 411.01 47.00 36.0 113.97 100.95 214.92 107.46 416.82 49.00 36.0 128.67 96.59 225.26 112.63 418.44 51.00 36.0 142.24 94.13 236.37 118.18 424.62 53.00 36.0 154.73 94.69 249.42 124.71 438.79 55.00 36.0 166.36 98.90 265.27 132.63 463.07 57.00 36.0 177.51 102.17 279.68 139.84 484.02 59.00 36.0 189.05 105.37 294.42 147.21 505.17 61.00 36.0 201.74 114.04 315.78 157.89 543.87 63.00 36.0 215.54 129.28 344.82 172.41 603.39 65.00 36.0 230.05 142.99 373.04 186.52 659.02 67.00 36.0 244.27 156.05 400.32 200.16 712.42 69.00 36.0 258.24 168.88 427.12 213.56 764.87 71.00 36.0 272.10 178.28 450.38 225.19 806.94 73.00 36.0 299.97 180.71 480.67 240.34 842.09 75.00 36.0 ********** Not enough soil data *******

file:///J|/...e/(03)%20-%20Bridge/Report/Appendices/Apx%20E%20-%20Axial%20Capacity%20Analysis/FB%20Deep%20Outputs/Notes.txt[7/15/2019 5:39:21 PM]

------- 1. MOBILIZED END BEARING IS 1/3 OF THE ORIGINAL RB-121 VALUES.

2. DAVISSON PILE CAPACITY IS AN ESTIMATE BASED ON FAILURE CRITERIA, AND EQUALS ULTIMATE SIDE FRICTION PLUS MOBILIZED END BEARING.

3. ALLOWABLE PILE CAPACITY IS 1/2 THE DAVISSON PILE CAPACITY.

4. ULTIMATE PILE CAPACITY IS ULTIMATE SIDE FRICTION PLUS 3 x THE MOBILIZED END BEARING. EXCEPTION: FOR H-PILES TIPPED IN SAND OR LIMESTONE, THE ULTIMATE PILE CAPACITY IS ULTIMATE SIDE FRICTION PLUS 2 x THE MOBILIZED END BEARING.

report of geotechnical bridge investigation

Documents