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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
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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.
RS&H, Inc. Report of Geotechnical Bridge Investigation SR 30 (US 98) Dupont Bridge over St. Andrew Bay January 23, 2020 Page 3 of 6
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.
RS&H, Inc. Report of Geotechnical Bridge Investigation SR 30 (US 98) Dupont Bridge over St. Andrew Bay January 23, 2020 Page 4 of 6
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.
RS&H, Inc. Report of Geotechnical Bridge Investigation SR 30 (US 98) Dupont Bridge over St. Andrew Bay January 23, 2020 Page 5 of 6
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
RS&H, Inc. Report of Geotechnical Bridge Investigation SR 30 (US 98) Dupont Bridge over St. Andrew Bay January 23, 2020 Page 6 of 6
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
12N 807+18 24-IN CONCRETE 4S 821+90 30-IN CONCRETE
11N 807+91 24-IN CONCRETE 5S 822+90 30-IN CONCRETE
10N 808+64 24-IN CONCRETE 6S 823+90 30-IN CONCRETE
9N 809+37 24-IN CONCRETE 95 FEET - 83 FEET 7S 824+90 30-IN CONCRETE 110 FEET - 107 FEET
8N 810+10 30-IN CONCRETE 8S 825+90 30-IN CONCRETE
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
5N 813+10 30-IN CONCRETE 11S 828+09 24-IN CONCRETE
4N 814+10 30-IN CONCRETE 12S 828+82 24-IN CONCRETE
3N 815+10 30-IN CONCRETE 110 FEET - 107 FEET 13S 829+55 24-IN CONCRETE 85 FEET - 80 FEET
2N 816+10 30-IN CONCRETE 14S 830+28 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
BRIDGE REPLACEMENT - PD&E STUDYSR 30 (US 98) DUPONT BRIDGE OVER ST. ANDREW BAY
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
BRIDGE REPLACEMENT - PD&E STUDYSR 30 (US 98) DUPONT BRIDGE OVER ST. ANDREW BAY
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
BRIDGE REPLACEMENT - PD&E STUDYSR 30 (US 98) DUPONT BRIDGE OVER ST. ANDREW BAY
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)
MEDIUM DENSE FINE SAND
(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
BRIDGE REPLACEMENT - PD&E STUDYSR 30 (US 98) DUPONT BRIDGE OVER ST. ANDREW BAY
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
DEPTH TO TOP OF LAYER (ft)DEPTH TO BOTTOM OF LAYER (ft)
LAYER NO.
P-Y CURVE MODELCORECTED SPT-N VALUE (Blows/ft) 3
FBPI
ER -
VALU
ES
ULTIMATE END BEARING (kip/ft2)
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)
DEPTH TO DESIGN WATER LEVEL (ft) 0.01 2 3 4
WATERLOOSE
FINE SAND (SP-SM)
MEDIUM DENSE FINE SAND
(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
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.
P-Y CURVE MODEL
TABLE 4BGEOTECHNICAL DESIGN PARAMETERS - SOIL BORING B-2
BRIDGE REPLACEMENT - PD&E STUDYSR 30 (US 98) DUPONT BRIDGE OVER ST. ANDREW BAY
BAY COUNTY, FLORIDA
LAYER NO.
SOIL DESCRIPTION
DEPTH TO TOP OF LAYER (ft)DEPTH TO BOTTOM OF LAYER (ft)
CORECTED SPT-N VALUE (Blows/ft) 3
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)
LAYER NO.
SOIL DESCRIPTION
DEPTH TO TOP OF LAYER (ft)DEPTH TO BOTTOM OF LAYER (ft)
CORECTED SPT-N VALUE (Blows/ft) 3
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)
DEPTH TO DESIGN WATER LEVEL (ft) 0.01 2 3 4
WATERVERY LOOSE
CLAYEY SAND (SC)
LOOSE FINE SAND
(SP-SM)
MEDIUM DENSE SILTY TO CLAYEY SAND
(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
MEDIUM DENSE SILTY TO CLAYEY SAND
(SM/SC)
DENSE SILTY TO CLAYEY SAND
(SC)
DENSE CLAYEY SAND
(SC)
VERY DENSE SILTY SAND
(SM)
80 86 98 10886 98 108 120
FIELD SPT N-VALUE (blows/ft) 1 26 15 25 47SPT N-VALUE CORRECTED FOR HAMMER EFFECIENCY (Blows/ft) 2 32 19 31 58
29 16 25 44SAND SAND SAND SAND
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
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.
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)
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)
LAYER NO.
SOIL DESCRIPTION
DEPTH TO TOP OF LAYER (ft)DEPTH TO BOTTOM OF LAYER (ft)
CORECTED SPT-N VALUE (Blows/ft) 3
P-Y CURVE MODEL
TABLE 4CGEOTECHNICAL DESIGN PARAMETERS - SOIL BORING B-3
BRIDGE REPLACEMENT - PD&E STUDYSR 30 (US 98) DUPONT BRIDGE OVER ST. ANDREW BAY
BAY COUNTY, FLORIDA
LAYER NO.
SOIL DESCRIPTION
DEPTH TO TOP OF LAYER (ft)DEPTH TO BOTTOM OF LAYER (ft)
CORECTED SPT-N VALUE (Blows/ft) 3
DEPTH TO DESIGN WATER LEVEL (ft) 0.01 2 3 4
WATERVERY LOOSE
CLAYEY SAND (SC)
MEDIUM DENSE CLAYEY SAND
(SC)
VERY DENSE CLAYEY SAND
(SC)
0 49 60 7849 60 78 83
FIELD SPT N-VALUE (Blows/ft) 1 - - WEIGHT OF HAMMER 18 40SPT N-VALUE CORRECTED FOR HAMMER EFFECIENCY (Blows/ft) 2 - - 1 22 50
- - 1 26 54- - SAND SAND SAND
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
MEDIUM DENSE CLAYEY SAND
(SC)
DENSE TO VERY DENSE SILTY SAND
(SM)
MEDIUM DENSE CLAYEY SAND
(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
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.
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)
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)
LAYER NO.
SOIL DESCRIPTION
DEPTH TO TOP OF LAYER (ft)DEPTH TO BOTTOM OF LAYER (ft)
CORECTED SPT-N VALUE (Blows/ft) 3
P-Y CURVE MODEL
TABLE 4DGEOTECHNICAL DESIGN PARAMETERS - SOIL BORING B-4
BRIDGE REPLACEMENT - PD&E STUDYSR 30 (US 98) DUPONT BRIDGE OVER ST. ANDREW BAY
BAY COUNTY, FLORIDA
LAYER NO.
SOIL DESCRIPTION
DEPTH TO TOP OF LAYER (ft)DEPTH TO BOTTOM OF LAYER (ft)
CORECTED SPT-N VALUE (Blows/ft) 3
DEPTH TO DESIGN WATER LEVEL (ft) 0.01 2 3 4
WATERVERY LOOSE
CLAYEY SAND(SC)
MEDIUM DENSE CLAYEY SAND
(SC)
VERY DENSE CLAYEY SAND
(SC)
0 50 65 7550 65 75 80
FIELD SPT N-VALUE (Blows/ft) 1 - - WEIGHT OF HAMMER 10 81SPT N-VALUE CORRECTED FOR HAMMER EFFECIENCY (Blows/ft) 2 - - 1 12 100
- - 1 14 115- - SAND SAND SAND
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
MEDIUM DENSE CLAYEY SAND
(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
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.
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)
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)
LAYER NO.
SOIL DESCRIPTION
DEPTH TO TOP OF LAYER (ft)DEPTH TO BOTTOM OF LAYER (ft)
CORECTED SPT-N VALUE (Blows/ft) 3
P-Y CURVE MODEL
TABLE 4EGEOTECHNICAL DESIGN PARAMETERS - SOIL BORING B-5
BRIDGE REPLACEMENT - PD&E STUDYSR 30 (US 98) DUPONT BRIDGE OVER ST. ANDREW BAY
BAY COUNTY, FLORIDA
LAYER NO.
SOIL DESCRIPTION
DEPTH TO TOP OF LAYER (ft)DEPTH TO BOTTOM OF LAYER (ft)
CORECTED SPT-N VALUE (Blows/ft) 3
DEPTH TO DESIGN WATER LEVEL (ft) 0.01 2 3 4
WATERVERY LOOSE
ORGANIC CLAYEY SAND (SC)
MEDIUM DENSE SILTY SAND
(SM)
DENSE CLAYEY SAND
(SC)
0 33 60 7533 60 75 88
FIELD SPT N-VALUE (Blows/ft) 1 - - WEIGHT OF HAMMER 12 25SPT N-VALUE CORRECTED FOR HAMMER EFFECIENCY (Blows/ft) 2 - - 1 15 31
- - 1 16 28- - SAND SAND SAND
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
MEDIUM DENSE CLAYEY SAND
(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
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.
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)
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)
LAYER NO.
SOIL DESCRIPTION
DEPTH TO TOP OF LAYER (ft)DEPTH TO BOTTOM OF LAYER (ft)
CORECTED SPT-N VALUE (Blows/ft) 3
P-Y CURVE MODEL
TABLE 4FGEOTECHNICAL DESIGN PARAMETERS - SOIL BORING B-6
BRIDGE REPLACEMENT - PD&E STUDYSR 30 (US 98) DUPONT BRIDGE OVER ST. ANDREW BAY
BAY COUNTY, FLORIDA
LAYER NO.
SOIL DESCRIPTION
DEPTH TO TOP OF LAYER (ft)DEPTH TO BOTTOM OF LAYER (ft)
CORECTED SPT-N VALUE (Blows/ft) 3
DEPTH TO DESIGN WATER LEVEL (ft) 0.01 2 3 4
LOOSE TO MEDIUM DENSE FINE SAND
(SP-SM)
MEDIUM DENSE FINE SAND
(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
10 13 30 8SAND SAND SAND SAND
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
FIELD SPT N-VALUE (blows/ft) 1 1 11 24 10SPT N-VALUE CORRECTED FOR HAMMER EFFECIENCY (Blows/ft) 2 1 14 30 12
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
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.
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)
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)
LAYER NO.
SOIL DESCRIPTION
DEPTH TO TOP OF LAYER (ft)DEPTH TO BOTTOM OF LAYER (ft)
CORECTED SPT-N VALUE (Blows/ft) 3
P-Y CURVE MODEL
TABLE 4GGEOTECHNICAL DESIGN PARAMETERS - SOIL BORING B-7
BRIDGE REPLACEMENT - PD&E STUDYSR 30 (US 98) DUPONT BRIDGE OVER ST. ANDREW BAY
BAY COUNTY, FLORIDA
LAYER NO.
SOIL DESCRIPTION
DEPTH TO TOP OF LAYER (ft)DEPTH TO BOTTOM OF LAYER (ft)
CORECTED SPT-N VALUE (Blows/ft) 3
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
ORGANIC HIGHLY PLASTIC SANDYCLAY
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
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
.
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
SILTY FINE SANDWITH CEMENTED SAND
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
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
.
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
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-2 DATE: 4/26/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
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
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-2 DATE: 4/26/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
.
22.5
25
27.5
30
32.5
75
80
85
90
95
100
105
CLAYEY SAND WITH CEMENTEDSAND
VERY DENSEGRAY
CLAYEY SAND WITH CEMENTEDSAND
MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTEDSAND
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
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-2 DATE: 4/26/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
.
35
37.5
40
42.5
110
115
120
125
130
135
140
145
18 42
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-2 DATE: 4/26/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
.
0
2.5
5
7.5
10
0
5
10
15
20
25
30
35
WATER ----
--WOR
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-3 DATE: 4/26/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
VERY LOOSEDARK GRAY
CLAYEY SAND
LOOSEDARK GRAY
FINE SAND WITH SILT AND SHELL
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
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-3 DATE: 4/26/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
.
22.5
25
27.5
30
32.5
75
80
85
90
95
100
105
MEDIUM DENSEGRAY
CLAYEY SAND WITH SHELL
DENSEGRAY
CLAYEY SAND WITH CEMENTEDSAND
VERY DENSEGRAY
CLAYEY SAND WITH CEMENTEDSAND
MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTEDSAND
DENSEGRAY
CLAYEY SAND WITH CEMENTEDSAND
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
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-3 DATE: 4/26/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
.
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
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-3 DATE: 4/26/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
.
0
2.5
5
7.5
10
0
5
10
15
20
25
30
35
WATER ----
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-4 DATE: 4/27/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
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
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-4 DATE: 4/27/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
.
22.5
25
27.5
30
32.5
75
80
85
90
95
100
105
GRAYCLAYEY SAND WITH SHELL
VERY DENSEGRAY
CLAYEY SAND WITH CEMENTEDSAND
MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTEDSAND
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
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-4 DATE: 4/27/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
.
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
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-4 DATE: 4/27/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
.
45
47.5
50
52.5
55
150
155
160
165
170
175
180
-200%=47
39
42
12
18
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-4 DATE: 4/27/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
.
0
2.5
5
7.5
10
0
5
10
15
20
25
30
35
WATER ----
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-5 DATE: 4/28/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
VERY LOOSEDARK GRAY
ORGANIC CLAYEY SAND
MEDIUM DENSEGRAY
FINE SAND WITH SILT AND SHELL
MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTEDSAND
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
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-5 DATE: 4/28/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
.
22.5
25
27.5
30
32.5
75
80
85
90
95
100
105
VERY DENSEGRAY
CLAYEY SAND WITH CEMENTEDSAND
MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTEDSAND
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"
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-5 DATE: 4/28/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
.
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
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-5 DATE: 4/28/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
.
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
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-6 DATE: 4/23/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
VERY SOFTDARK GRAY
ORGANIC HIGHLY PLASTIC SANDYCLAY
VERY SOFTDARK GRAY
ORGANIC HIGHLY PLASTIC CLAYWITH SAND
MEDIUM DENSEGRAY
SILTY FINE SAND WITH SHELL
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
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-6 DATE: 4/23/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
.
22.5
25
27.5
30
32.5
75
80
85
90
95
100
105
MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTEDSAND
DENSEGRAY
CLAYEY SAND WITH CEMENTEDSAND
MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTEDSAND
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
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-6 DATE: 4/23/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
.
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
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-6 DATE: 4/23/2019
DRILLER: D. MCKENZIE FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 0' 24 HR: 0' 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
.
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
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-7 DATE: 5/28/2019
DRILLER: R. ROGERS FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 2.5' 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
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
SILTY FINE SAND WITH SHELL
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
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-7 DATE: 5/28/2019
DRILLER: R. ROGERS FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 2.5' 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
.
22.5
25
27.5
30
32.5
75
80
85
90
95
100
105
CLAYEY SAND WITH CEMENTEDSAND
DENSEGRAY
CLAYEY SAND WITH CEMENTEDSAND
MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTEDSAND
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
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-7 DATE: 5/28/2019
DRILLER: R. ROGERS FLUID LOSS: NONE
DEPTH TO WATER: INITIAL: 2.5' 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
.
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
FINE SAND3.0-3.5 6 12 SP MEDIUM DENSE
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
6.0-7.5 10 12 SP MEDIUM DENSEGRAY
FINE SAND7.5-9.0 7 8 SP MEDIUM DENSE
GRAYFINE SAND
9.0-10.5 6 9 SP MEDIUM DENSEGRAY
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
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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 SILT30.0-31.5 22 8 SP-SM MEDIUM DENSE
GRAYFINE SAND WITH SILT
32.5-34.0 24 100 99 99 98 66 20 9 21 SP-SM MEDIUM DENSEGRAY
FINE SAND WITH SILT35.0-36.5 22 21 SP-SM MEDIUM DENSE
GRAYFINE SAND WITH SILT
37.5-39.0 24 19 SP-SM MEDIUM DENSEGRAY
FINE SAND WITH SILT40.0-41.5 23 27 SP-SM DENSE
GRAYFINE SAND WITH SILT
42.5-44.0 23 26 SP-SM DENSEGRAY
FINE SAND WITH SILT45.0-46.5 22 30 SP-SM DENSE
GRAYFINE SAND WITH SILT
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
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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
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
DARK GRAYORGANIC HIGHLY PLASTIC SANDY CLAY
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
DARK GRAYORGANIC HIGHLY PLASTIC SANDY CLAY
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
67.5-69.0 20 17 SP-SM MEDIUM DENSEGRAY
FINE SAND WITH SILT70.0-71.5 22 20 SP-SM MEDIUM DENSE
GRAYFINE SAND WITH SILT
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
77.5-79.0 21 24 SP-SM DENSEGRAY
FINE SAND80.0-81.5 23 32 SP-SM DENSE
GRAYFINE SAND
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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
82.5-84.0 26 97 96 93 70 44 34 18 34 SM DENSEGRAY
SILTY FINE SANDWITH CEMENTED SAND
85.0-86.5 28 24 SM DENSEGRAY
SILTY FINE SANDWITH CEMENTED SAND
87.5-89.0 28 28 SM DENSEGRAY
SILTY FINE SANDWITH CEMENTED SAND
90.0-91.5 31 29 SM DENSEGRAY
SILTY FINE SANDWITH CEMENTED SAND
92.5-94.0 35 14 SM MEDIUM DENSEGRAY
SILTY FINE SANDWITH CEMENTED SAND
95.0-96.5 29 91 78 69 63 55 43 23 21 SM MEDIUM DENSEGRAY
SILTY FINE SANDWITH CEMENTED SAND
98.0-100.0 27 20 SM MEDIUM DENSEGRAY
SILTY FINE SANDWITH CEMENTED SAND
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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
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
FINE SAND WITH SILT25.0-26.5 23 11 SP-SM MEDIUM DENSE
LIGHT GRAYFINE SAND WITH SILT
27.5-29.0 24 100 100 100 99 35 8 5 14 SP-SM MEDIUM DENSELIGHT GRAY
FINE SAND WITH SILT30.0-31.5 22 21 SP-SM MEDIUM DENSE
LIGHT GRAYFINE SAND WITH SILT
32.5-34.0 23 9 SP-SM MEDIUM DENSELIGHT GRAY
FINE SAND WITH SILT35.0-36.5 23 10 SP-SM MEDIUM DENSE
LIGHT GRAYFINE SAND WITH SILT
37.5-39.0 105 93 90 90 90 89 83 68 14 3 CH FIRMDARK GRAY
ORGANIC HIGHLY PLASTICSANDY CLAY WITH SHELL
40.0-41.5 108 13 4 CH FIRMDARK GRAY
ORGANIC HIGHLY PLASTICSANDY CLAY WITH SHELL
42.5-44.5 40 ST SC MEDIUM DENSEDARK GRAY
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-2 Location: BAY COUNTY, FLORIDA
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
DARK GRAYCLAYEY SAND
47.5-49.0 46 100 99 98 95 88 56 34 31 11 8 SC MEDIUM DENSEDARK GRAY
CLAYEY SAND50.0-51.5 41 9 SC MEDIUM DENSE
DARK GRAYCLAYEY SAND
52.5-54.0 30 18 SC MEDIUM DENSEDARK GRAY
CLAYEY SAND55.0-56.5 23 10 SM MEDIUM DENSE
GRAYSILTY FINE SAND
57.5-59.0 23 17 SM MEDIUM DENSEGRAY
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
GRAYCLAYEY SAND WITH SHELL
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
GRAYCLAYEY SAND WITH CEMENTED SAND
72.5-74.0 27 14 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND75.0-76.5 31 73 SC VERY DENSE
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-2 Location: BAY COUNTY, FLORIDA
DEPTH(FEET)
Wc(%)
-4(%)
-10(%)
-20(%)
-40(%)
-60(%)
-100(%)
-200(%)
LL PIOrg.(%)
NValue
USCS Description
GRAYCLAYEY SAND WITH CEMENTED SAND
77.5-79.0 33 64 SC VERY DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND80.0-81.5 31 58 SC VERY DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
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
GRAYCLAYEY SAND WITH CEMENTED SAND
87.5-89.0 25 11 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND90.0-91.5 27 14 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
92.5-94.0 25 93 80 69 58 51 47 43 14 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND95.0-96.5 25 16 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
97.5-99.0 30 23 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND100.0-101.5 31 21 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
102.5-104.0 28 100 97 95 89 80 61 43 23 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND105.0-106.5 20 52 SM VERY DENSE
GRAYSILTY FINE SAND
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-2 Location: BAY COUNTY, FLORIDA
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
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-2 Location: BAY COUNTY, FLORIDA
DEPTH(FEET)
Wc(%)
-4(%)
-10(%)
-20(%)
-40(%)
-60(%)
-100(%)
-200(%)
LL PIOrg.(%)
NValue
USCS Description
0.0-35.5 -- WATER35.5-37.0 -- WOR SC VERY LOOSE
DARK GRAYCLAYEY SAND
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
DARK GRAYCLAYEY SAND
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
GRAYFINE SAND WITH SILT
52.5-54.0 19 4 SP-SM LOOSEGRAY
FINE SAND WITH SILT55.0-56.5 24 5 SP-SM LOOSE
GRAYFINE SAND WITH SILT
57.5-59.0 24 4 SP-SM LOOSEGRAY
FINE SAND WITH SILT60.0-61.5 24 100 99 97 89 36 19 6 10 SP-SM MEDIUM DENSE
GRAYFINE SAND WITH SILT
62.5-64.0 20 18 SP-SM MEDIUM DENSEGRAY
FINE SAND WITH SILT65.0-66.5 18 12 SP-SM MEDIUM DENSE
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-3 Location: BAY COUNTY, FLORIDA
DEPTH(FEET)
Wc(%)
-4(%)
-10(%)
-20(%)
-40(%)
-60(%)
-100(%)
-200(%)
LL PIOrg.(%)
NValue
USCS Description
GRAYFINE SAND WITH SILT
67.5-69.0 33 89 87 84 77 62 54 30 29 15 23 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH SHELL70.0-71.5 31 19 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH SHELL
72.5-74.0 33 12 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH SHELL75.0-76.5 31 16 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH SHELL
77.5-79.0 33 94 93 90 82 74 51 33 20 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH SHELL80.0-81.5 31 26 SC DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
82.5-84.0 36 41 SC VERY DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND85.0-86.5 32 24 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
87.5-89.0 31 99 97 93 89 79 69 45 28 16 18 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND90.0-91.5 29 15 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
92.5-94.0 30 14 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND95.0-96.5 28 18 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-3 Location: BAY COUNTY, FLORIDA
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
GRAYCLAYEY SAND WITH CEMENTED SAND
102.5-104.0 26 24 SC DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND105.0-106.5 29 25 SC DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
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
112.5-114.0 32 41 SM VERY DENSEGRAY
SILTY FINE SAND115.0-116.5 31 47 SM VERY DENSE
GRAYSILTY FINE SAND
118.0-120.0 29 100 100 100 99 98 60 14 60 SM VERY DENSEGRAY
SILTY FINE SAND
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-3 Location: BAY COUNTY, FLORIDA
DEPTH(FEET)
Wc(%)
-4(%)
-10(%)
-20(%)
-40(%)
-60(%)
-100(%)
-200(%)
LL PIOrg.(%)
NValue
USCS Description
0.0-49.0 -- WATER49.0-51.0 -- WOR SC VERY LOOSE
DARK GRAYCLAYEY SAND
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
DARK GRAYCLAYEY SAND
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
62.5-64.0 22 22 SM MEDIUM DENSEGRAY
SILTY FINE SAND WITH SHELL65.0-66.5 29 18 SM MEDIUM DENSE
GRAYSILTY FINE SAND WITH SHELL
67.5-69.0 35 100 98 92 86 78 63 45 32 14 14 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH SHELL70.0-71.5 36 13 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH SHELL
72.5-74.0 35 23 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH SHELL75.0-76.5 34 19 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH SHELL
77.5-79.0 22 84 74 69 63 58 50 38 52 SC VERY DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND80.0-81.5 23 40 SC VERY DENSE
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-4 Location: BAY COUNTY, FLORIDA
DEPTH(FEET)
Wc(%)
-4(%)
-10(%)
-20(%)
-40(%)
-60(%)
-100(%)
-200(%)
LL PIOrg.(%)
NValue
USCS Description
GRAYCLAYEY SAND WITH CEMENTED SAND
82.5-84.0 28 9 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND85.0-86.5 26 95 90 82 72 66 62 48 24 14 10 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
87.5-89.0 24 9 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND90.0-91.5 26 16 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
92.5-94.0 25 11 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND95.0-96.5 27 94 81 69 59 54 51 46 23 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
97.5-99.0 34 20 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND100.0-101.5 26 21 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
102.5-104.0 29 100 98 95 92 86 70 37 15 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND105.0-106.5 30 65 SM VERY DENSE
GRAYSILTY FINE SAND
107.5-109.0 30 47 SM VERY DENSEGRAY
SILTY FINE SAND110.0-111.5 30 41 SM VERY DENSE
GRAYSILTY FINE SAND
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-4 Location: BAY COUNTY, FLORIDA
DEPTH(FEET)
Wc(%)
-4(%)
-10(%)
-20(%)
-40(%)
-60(%)
-100(%)
-200(%)
LL PIOrg.(%)
NValue
USCS Description
112.5-114.0 31 45 SM VERY DENSEGRAY
SILTY FINE SAND115.0-116.5 29 53 SM VERY DENSE
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
SILTY FINE SAND125.0-126.5 25 35 SM DENSE
GRAYSILTY FINE SAND
127.5-129.0 30 37 SM DENSEGRAY
SILTY FINE SAND130.0-131.5 23 68 SM VERY DENSE
GRAYSILTY FINE SAND
132.5-134.0 22 62 SM VERY DENSEGRAY
SILTY FINE SAND135.0-136.5 37 100 100 99 98 96 75 35 23 SC MEDIUM DENSE
GRAYCLAYEY SAND
137.5-139.0 42 17 SC MEDIUM DENSEGRAY
CLAYEY SAND140.0-141.5 42 15 SC MEDIUM DENSE
GRAYCLAYEY SAND
142.5-144.0 40 11 SC MEDIUM DENSEGRAY
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-4 Location: BAY COUNTY, FLORIDA
DEPTH(FEET)
Wc(%)
-4(%)
-10(%)
-20(%)
-40(%)
-60(%)
-100(%)
-200(%)
LL PIOrg.(%)
NValue
USCS Description
CLAYEY SAND145.0-146.5 39 12 SC MEDIUM DENSE
GRAYCLAYEY SAND
148.0-150.0 42 100 100 100 98 97 85 47 18 SC MEDIUM DENSEGRAY
CLAYEY SAND
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-4 Location: BAY COUNTY, FLORIDA
DEPTH(FEET)
Wc(%)
-4(%)
-10(%)
-20(%)
-40(%)
-60(%)
-100(%)
-200(%)
LL PIOrg.(%)
NValue
USCS Description
0.0-50.0 -- WATER50.0-51.5 -- WOR SC VERY LOOSE
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
DARK GRAYORGANIC CLAYEY SAND
57.5-59.0 76 5 WOR SC VERY LOOSEDARK GRAY
ORGANIC CLAYEY SAND60.0-61.5 73 WOR SC VERY LOOSE
DARK GRAYORGANIC CLAYEY SAND
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
67.5-69.0 32 100 94 89 83 76 66 38 28 20 12 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND70.0-71.5 27 10 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
72.5-74.0 33 21 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND75.0-76.5 31 92 82 75 69 62 49 30 81 SC VERY DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
77.5-78.8 29 70/9" SC VERY DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND80.0-81.5 30 18 SC MEDIUM DENSE
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-5 Location: BAY COUNTY, FLORIDA
DEPTH(FEET)
Wc(%)
-4(%)
-10(%)
-20(%)
-40(%)
-60(%)
-100(%)
-200(%)
LL PIOrg.(%)
NValue
USCS Description
GRAYCLAYEY SAND WITH CEMENTED SAND
82.5-84.0 30 12 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND85.0-86.5 29 97 87 71 59 53 51 47 26 14 9 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
87.5-89.0 32 11 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND90.0-91.5 28 14 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
92.5-94.0 29 12 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND95.0-96.5 24 22 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
97.5-99.0 27 23 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND100.0-101.5 34 100 100 94 84 59 43 30 22 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
102.5-104.0 32 11 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND105.0-106.5 28 53 SM VERY DENSE
GRAYSILTY FINE SAND
107.5-109.0 32 40 SM VERY DENSEGRAY
SILTY FINE SAND110.0-111.5 30 100 100 100 99 92 47 18 25 SM DENSE
GRAYSILTY FINE SAND
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-5 Location: BAY COUNTY, FLORIDA
DEPTH(FEET)
Wc(%)
-4(%)
-10(%)
-20(%)
-40(%)
-60(%)
-100(%)
-200(%)
LL PIOrg.(%)
NValue
USCS Description
112.5-114.0 33 37 SM DENSEGRAY
SILTY FINE SAND115.0-116.5 30 33 SM DENSE
GRAYSILTY FINE SAND
117.5-119.0 29 100 100 100 99 92 53 18 34 SM DENSEGRAY
SILTY FINE SAND120.0-121.5 29 28 SM DENSE
GRAYSILTY FINE SAND
122.5-124.0 29 28 SM DENSEGRAY
SILTY FINE SAND125.0-126.5 30 100 99 99 96 50 21 14 30 SM DENSE
GRAYSILTY FINE SAND
128.0-130.0 28 57 SM VERY DENSEGRAY
SILTY FINE SAND
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-5 Location: BAY COUNTY, FLORIDA
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
DARK GRAYORGANIC HIGHLY PLASTIC SANDY CLAY
35.0-36.5 87 8 WOR CH VERY SOFTDARK GRAY
ORGANIC HIGHLY PLASTIC SANDY CLAY37.5-39.0 74 WOR CH VERY SOFT
DARK GRAYORGANIC HIGHLY PLASTIC SANDY CLAY
40.0-41.5 78 9 WOR CH VERY SOFTDARK GRAY
ORGANIC HIGHLY PLASTIC SANDY CLAY42.5-44.0 66 WOR CH VERY SOFT
DARK GRAYORGANIC HIGHLY PLASTIC SANDY CLAY
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
50.0-51.5 78 8 WOR CH VERY SOFTDARK GRAY
ORGANIC HIGHLY PLASTIC CLAY WITH SAND52.5-54.0 66 7 WOR CH VERY SOFT
DARK GRAYORGANIC HIGHLY PLASTIC SANDY CLAY
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
DARK GRAYORGANIC HIGHLY PLASTIC SANDY CLAY
60.0-61.5 28 20 SM MEDIUM DENSEGRAY
SILTY FINE SAND WITH SHELL62.5-64.0 22 100 100 99 99 94 48 13 12 SM MEDIUM DENSE
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-6 Location: BAY COUNTY, FLORIDA
DEPTH(FEET)
Wc(%)
-4(%)
-10(%)
-20(%)
-40(%)
-60(%)
-100(%)
-200(%)
LL PIOrg.(%)
NValue
USCS Description
GRAYSILTY FINE SAND WITH SHELL
65.0-66.5 27 11 SM MEDIUM DENSEGRAY
SILTY FINE SAND WITH SHELL67.5-69.0 32 20 SM MEDIUM DENSE
GRAYSILTY FINE SAND WITH SHELL
70.0-71.5 34 10 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND72.5-74.0 31 100 100 93 80 66 53 36 27 18 17 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
75.0-76.5 28 18 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND77.5-79.0 25 30 SC DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
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
GRAYCLAYEY SAND WITH CEMENTED SAND
85.0-86.5 28 25 SC DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND87.5-89.0 30 10 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
90.0-91.5 26 15 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND92.5-94.0 27 93 79 61 45 39 35 31 13 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-6 Location: BAY COUNTY, FLORIDA
DEPTH(FEET)
Wc(%)
-4(%)
-10(%)
-20(%)
-40(%)
-60(%)
-100(%)
-200(%)
LL PIOrg.(%)
NValue
USCS Description
95.0-96.5 25 13 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND97.5-99.0 27 23 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
100.0-101.5 29 20 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND102.5-104.0 31 100 96 91 80 57 45 31 18 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
105.0-106.5 28 10 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND107.5-109.0 29 49 SM VERY DENSE
GRAYSILTY FINE SAND
110.0-111.5 34 43 SM VERY DENSEGRAY
SILTY FINE SAND112.5-114.0 31 35 SM DENSE
GRAYSILTY FINE SAND
115.0-116.5 35 100 100 100 99 97 27 14 38 SM DENSEGRAY
SILTY FINE SAND118.0-120.0 36 45 SM VERY DENSE
GRAYSILTY FINE SAND
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-6 Location: BAY COUNTY, FLORIDA
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 SILT1.5-3.0 21 5 SP-SM LOOSE
GRAYFINE SAND WITH SILT
3.0-4.5 24 9 SP-SM MEDIUM DENSEGRAY
FINE SAND WITH SILT4.5-6.0 23 8 SP-SM MEDIUM DENSE
GRAYFINE SAND WITH SILT
6.0-7.5 21 9 SP-SM MEDIUM DENSEGRAY
FINE SAND WITH SILT7.5-9.0 23 100 100 99 79 47 20 9 8 SP-SM MEDIUM DENSE
GRAYFINE SAND WITH SILT
9.0-10.5 24 5 SP-SM LOOSEGRAY
FINE SAND WITH SILT10.5-12.0 23 4 SP-SM LOOSE
GRAYFINE SAND WITH SILT
12.5-14.0 24 5 SP-SM LOOSEGRAY
FINE SAND WITH SILT15.0-16.5 22 7 SP-SM LOOSE
GRAYFINE SAND WITH SILT
17.5-19.0 20 100 100 96 80 48 23 6 6 SP-SM LOOSEGRAY
FINE SAND WITH SILT20.0-21.5 19 5 SP-SM LOOSE
GRAYFINE SAND WITH SILT
22.5-24.0 22 6 SP-SM LOOSEGRAY
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-7 Location: BAY COUNTY, FLORIDA
DEPTH(FEET)
Wc(%)
-4(%)
-10(%)
-20(%)
-40(%)
-60(%)
-100(%)
-200(%)
LL PIOrg.(%)
NValue
USCS Description
FINE SAND WITH SILT25.0-26.5 18 11 SP-SM MEDIUM DENSE
GRAYFINE SAND WITH SILT
27.5-29.0 17 10 SP-SM MEDIUM DENSEGRAY
FINE SAND WITH SILT30.0-31.5 17 10 SP-SM MEDIUM DENSE
GRAYFINE SAND WITH SILT
32.5-34.0 20 100 97 76 40 24 15 9 13 SP-SM MEDIUM DENSEGRAY
FINE SAND WITH SILT35.0-36.5 23 28 SP-SM DENSE
GRAYFINE SAND WITH SILT
37.5-39.0 22 24 SP-SM DENSEGRAY
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
SILTY FINE SAND45.0-46.5 28 24 SM DENSE
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
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-7 Location: BAY COUNTY, FLORIDA
DEPTH(FEET)
Wc(%)
-4(%)
-10(%)
-20(%)
-40(%)
-60(%)
-100(%)
-200(%)
LL PIOrg.(%)
NValue
USCS Description
DARK GRAYHIGHLY PLASTIC CLAY WITH SAND
57.5-59.0 22 8 SM MEDIUM DENSEGRAY
SILTY FINE SAND WITH SHELL60.0-61.5 19 100 100 98 58 27 18 13 13 SM MEDIUM DENSE
GRAYSILTY FINE SAND WITH SHELL
62.5-64.0 25 11 SM MEDIUM DENSEGRAY
SILTY FINE SAND WITH SHELL65.0-66.5 23 8 SM MEDIUM DENSE
GRAYSILTY FINE SAND WITH SHELL
67.5-69.0 28 11 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND70.0-71.5 30 14 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
72.5-74.0 29 18 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND75.0-76.5 29 95 92 88 82 75 64 37 26 16 16 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
77.5-79.0 28 26 SC DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND80.0-81.5 27 24 SC DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
82.5-84.0 26 15 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND85.0-86.5 23 14 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-7 Location: BAY COUNTY, FLORIDA
DEPTH(FEET)
Wc(%)
-4(%)
-10(%)
-20(%)
-40(%)
-60(%)
-100(%)
-200(%)
LL PIOrg.(%)
NValue
USCS Description
87.5-89.0 25 10 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND90.0-91.5 24 94 85 75 65 59 56 41 10 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
92.5-94.0 24 10 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND95.0-96.5 23 11 SC MEDIUM DENSE
GRAYCLAYEY SAND WITH CEMENTED SAND
98.0-100.0 23 15 SC MEDIUM DENSEGRAY
CLAYEY SAND WITH CEMENTED SAND
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.
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-7 Location: BAY COUNTY, FLORIDA
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
Project No: Date: 06/06/19
Boring No: Depth: 27.5 - 29.0 (FEET)
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
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.Page 2 of 2
Project No: Date: 06/06/19
Boring No: Depth: 60.0 - 61.5 (FEET)
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
MECHANICAL GRAIN-SIZE ANALYSIS (ASTM D1140-54)
B-3
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.Page 1 of 2
Project No: Date: 06/06/19
Boring No: Depth: 60.0 - 61.5 (FEET)
Soil Description
(ASTM D1140-54)MECHANICAL GRAIN-SIZE ANALYSIS
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
Particle Diameter, mm
Grain Size Distribution Curve
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.Page 2 of 2
SILTY FINE SAND (SM)
Project No: Date: 06/06/19
Boring No: Depth: 60.0 - 61.5 (FEET)
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
MECHANICAL GRAIN-SIZE ANALYSIS (ASTM D1140-54)
B-2
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.Page 1 of 2
Project No: Date: 06/06/19
Boring No: Depth: 60.0 - 61.5 (FEET)
Soil Description
(ASTM D1140-54)MECHANICAL GRAIN-SIZE ANALYSIS
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
Particle Diameter, mm
Grain Size Distribution Curve
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.Page 2 of 2
CLAYEY SAND (SC)
Project No: Date: 06/06/19
Boring No: Depth: 47.5 - 49.0 (FEET)
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
MECHANICAL GRAIN-SIZE ANALYSIS (ASTM D1140-54)
B-2
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.Page 1 of 2
Project No: Date: 06/06/19
Boring No: Depth: 47.5 - 49.0 (FEET)
Soil Description
(ASTM D1140-54)MECHANICAL GRAIN-SIZE ANALYSIS
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
Particle Diameter, mm
Grain Size Distribution Curve
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.Page 2 of 2
HIGHLY PLASTIC CLAY (CH)
Project No: Date: 06/06/19
Boring No: Depth: 32.5 - 34.0 (FEET)
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
MECHANICAL GRAIN-SIZE ANALYSIS (ASTM D1140-54)
B-6
DARK GRAY ORGANIC HIGHLY PLASTIC CLAY
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.Page 1 of 2
Project No: Date: 06/06/19
Boring No: Depth: 32.5 - 34.0 (FEET)
Soil Description
(ASTM D1140-54)MECHANICAL GRAIN-SIZE ANALYSIS
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
Particle Diameter, mm
Grain Size Distribution Curve
ENVIRONMENTAL AND GEOTECHNICAL SPECIALISTS, INC.Page 2 of 2
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
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]
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
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]
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
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]
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 *******
file:///J|/...E%20-%20Axial%20Capacity%20Analysis/FB%20Deep%20Outputs/B-3%20FB%20Deep%20Output%20-%2030inch%20PPC.txt[7/15/2019 5:39:10 PM]
Florida Bridge Software Institute Date: July 01, 2019Shaft and Pile Analysis (FB-Deep v.2.04) Time: 17:18:18_________________________________________________________________________________
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
file:///J|/...E%20-%20Axial%20Capacity%20Analysis/FB%20Deep%20Outputs/B-3%20FB%20Deep%20Output%20-%2030inch%20PPC.txt[7/15/2019 5:39:10 PM]
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) ---------- ---------- ---------- 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
file:///J|/...E%20-%20Axial%20Capacity%20Analysis/FB%20Deep%20Outputs/B-3%20FB%20Deep%20Output%20-%2030inch%20PPC.txt[7/15/2019 5:39:10 PM]
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
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 30.0 0.00 0.00 0.00 0.00 0.00 3.00 30.0 0.00 0.00 0.00 0.00 0.00 5.00 30.0 0.00 0.00 0.00 0.00 0.00 7.00 30.0 0.00 0.00 0.00 0.00 0.00 9.00 30.0 0.00 0.24 0.24 0.12 0.72 11.00 30.0 0.00 1.02 1.02 0.51 3.05 13.00 30.0 0.00 1.94 1.94 0.97 5.81 15.00 30.0 0.00 3.69 3.69 1.85 11.08 17.00 30.0 0.00 9.82 9.82 4.91 29.45 19.00 30.0 0.31 21.41 21.73 10.86 64.55 21.00 30.0 1.07 34.22 35.29 17.65 103.74 23.00 30.0 1.56 49.32 50.88 25.44 149.53 25.00 30.0 3.74 60.78 64.52 32.26 186.09 27.00 30.0 8.15 61.48 69.64 34.82 192.60 29.00 30.0 13.32 59.48 72.81 36.40 191.78
file:///J|/...E%20-%20Axial%20Capacity%20Analysis/FB%20Deep%20Outputs/B-3%20FB%20Deep%20Output%20-%2030inch%20PPC.txt[7/15/2019 5:39:10 PM]
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]
Florida Bridge Software Institute Date: July 01, 2019Shaft and Pile Analysis (FB-Deep v.2.04) Time: 17:17:23_________________________________________________________________________________
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
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]
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 = 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
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]
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
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 30.0 0.00 0.00 0.00 0.00 0.00 3.00 30.0 0.00 0.00 0.00 0.00 0.00 5.00 30.0 0.00 0.00 0.00 0.00 0.00 7.00 30.0 0.00 0.00 0.00 0.00 0.00 9.00 30.0 0.00 0.19 0.19 0.09 0.56 11.00 30.0 0.00 0.80 0.80 0.40 2.39 13.00 30.0 0.00 1.52 1.52 0.76 4.56 15.00 30.0 0.00 2.90 2.90 1.45 8.70 17.00 30.0 0.00 7.71 7.71 3.86 23.13 19.00 30.0 0.23 16.82 17.05 8.52 50.68 21.00 30.0 0.79 26.88 27.67 13.83 81.43 23.00 30.0 1.17 38.74 39.90 19.95 117.38 25.00 30.0 2.87 47.74 50.60 25.30 146.08 27.00 30.0 6.24 48.29 54.53 27.26 151.11 29.00 30.0 10.20 46.72 56.92 28.46 150.36
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]
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 *******
file:///J|/...20Analysis/FB%20Deep%20Outputs/B-3%20FB%20Deep%20Output%20-%2036inch%20Steel%20Pipe%20(Closed%20end).txt[7/15/2019 5:39:17 PM]
Florida Bridge Software Institute Date: July 01, 2019Shaft and Pile Analysis (FB-Deep v.2.04) Time: 17:16:57_________________________________________________________________________________
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
file:///J|/...20Analysis/FB%20Deep%20Outputs/B-3%20FB%20Deep%20Output%20-%2036inch%20Steel%20Pipe%20(Closed%20end).txt[7/15/2019 5:39:17 PM]
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 = 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
file:///J|/...20Analysis/FB%20Deep%20Outputs/B-3%20FB%20Deep%20Output%20-%2036inch%20Steel%20Pipe%20(Closed%20end).txt[7/15/2019 5:39:17 PM]
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
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 36.0 0.00 0.00 0.00 0.00 0.00 3.00 36.0 0.00 0.00 0.00 0.00 0.00 5.00 36.0 0.00 0.00 0.00 0.00 0.00 7.00 36.0 0.00 0.06 0.06 0.03 0.19 9.00 36.0 0.00 2.09 2.09 1.04 6.26 11.00 36.0 0.00 3.92 3.92 1.96 11.77 13.00 36.0 0.00 4.52 4.52 2.26 13.56 15.00 36.0 0.00 7.61 7.61 3.80 22.82 17.00 36.0 0.00 14.95 14.95 7.48 44.85 19.00 36.0 0.28 24.28 24.55 12.28 73.10 21.00 36.0 0.89 34.18 35.07 17.53 103.42 23.00 36.0 1.27 46.14 47.41 23.70 139.68 25.00 36.0 3.06 56.05 59.10 29.55 171.20 27.00 36.0 6.71 61.50 68.22 34.11 191.22 29.00 36.0 11.18 61.75 72.93 36.46 196.43
file:///J|/...20Analysis/FB%20Deep%20Outputs/B-3%20FB%20Deep%20Output%20-%2036inch%20Steel%20Pipe%20(Closed%20end).txt[7/15/2019 5:39:17 PM]
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.