ADDENDUM NO. 1. PROJECT NAME: Bostic Pelt Road NRCS Drainage Improvements PRI PROJECT NO: Wakulla Co ITB#

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Wilfred Lloyd
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ADDENDUM NO. 1 DATE: January 22, 214 TO: Prospective Bidders via individual e-mails FROM: Alan Wise, P.E. PROJECT NAME: Bostic Pelt Road NRCS Drainage Improvements PRI PROJECT NO: 23.

Please find the Geotechnical Report attached. Please find the revised Construction Plans attached.

1 ADDENDUM NO. 1 DATE: January 22, 214 TO: Prospective Bidders via individual s FROM: Alan Wise, P.E. PROJECT NAME: Bostic Pelt Road NRCS Drainage Improvements PRI PROJECT NO: Wakulla Co ITB# ITEM NO. 1 ITEM NO. 2 ITEM NO. 3 Please find the Responses to Questions from Bidders attached. Please find the Geotechnical Report attached. Please find the revised Construction Plans attached. Please acknowledge Receipt of Addendum via and attach signed Receipt of Addendum to your bid 1

2 36 Jasper Thomas Road Crawfordville, Florida (85) RECEIPT OF ADDENDUM RE: Bostic Pelt Road NRCS Drainage Improvements PREBLE-RISH, INC. PROJECT NO Addendum No. 1 I (Print Name) with (Company Name) Received Addendum No. 1 on. (Date) (Signature) 2

3 Bostic Pelt Dr. NRCS Drainage Improvements Questions & Answers FINAL LIST ITB #214 2 Q. What is the budget amount for this project? A. $2,. Q. I saw on my Invitation to Bid Documents that there was a geo tech report. I have tried to find them numerous times, but I do not know where they are located. Could you get back with me on where I might could get them from? A. Geotechnical Report will be included in a forthcoming addendum. Q. Can you confirm the type of sub base to be placed under the concrete pavement? A. Embankment utilized for subgrade shall have a minimum LBR of 4 and compacted to 95% modified proctor maximum dry density. Q. Can you please tell me what the concrete mix designs are for the pre cast concrete panels and the 4 concrete pavement on the Bostic Pelt Drainage Improvements bid are? I have went through the plans and the Wakulla County specification book, and I cannot find anywhere that states what they are. A. Concrete shall have a minimum 28 day compressive strength of 4 PSI. Contractor shall submit mix design prior to utilization.

4 Q. Please advise if Power utility and associated providers (Comcast, telephone, etc.) have been notified and if they are able to back feed their utilities and temporarily drop them for work to commence. Their overhead lines are in the way. A. Contractor is required to perform all coordination, relocation, and protection of existing utilities that may be in conflict with the proposed improvement at the contractor s expense. Q. What are the minimum and maximum flow rates for the creek CFS or GPM? A. Flow rates are not available. However, minimum and maximum elevations have been provided in the revised profile information shown on the revised Sheet C6. Q. Will weather/recovery days be given for periods of peak flow events? A. Due to the emergency nature of the federal funding, the allotted contract time is the only available contract time as of this date. Q. What is the thickness of the concrete panels shown on S 3. Assumed to be 6 inches? A. 6, as shown in the revised Sheet S3. Q. Please advise that all structural concrete components such as Box Culvert and Precast Panels are to be Manufactured by an FDOT certified plant with an approved quality control plan in accordance with section 41 of the FDOT specifications and bid document specification references. A. Yes, this is correct.

Q. Please advise to what depth the beams are to be driven to and what the total length of the pile needs to be. A. Please see sheet S3. The bottom elevation is 5. and the top elevation is 17.25. Q.

Please see the revised plan set. Q. Sheet C7&S 2 proposed grade profiles do not match. S2 is more achievable. Please advise which is preferred.

5 Q. Please advise to what depth the beams are to be driven to and what the total length of the pile needs to be. A. Please see sheet S3. The bottom elevation is 5. and the top elevation is Q. Sheet C7&C8 show piles 6 foot on center while sheet S 1 shows them 7.5 foot on center. Please advise which is correct. A. The H piles are required to be placed 7.5 on center. Please see the revised plan set. Q. Sheet C7&S 2 proposed grade profiles do not match. S2 is more achievable. Please advise which is preferred. Rock is difficult to place on a steep angle without it falling to the bottom. A. Sheet S 2 is a detailed depiction of the structural component. Sheet C 7 is a detailed depiction of the grading plan. Q. Sheet S 3 shows a 12 x24 stone envelope around each piling. Please advise if this is isolated per pile or continuous along the wall s length. A. This stone will be continuous along the length of the wall and utilized as bedding stone for the pre cast concrete panels. Q. Sheet S 3 The lateral resistance plate on the bottom of the pile will need a stiffner or be eliminated and the piles cut on a 45 deg angle. The stiffners will buckle under the first driving force and make the pile walk out of line and grade if done per design. A. Please bid the project as currently planned and specified.

6 Tallahassee Office 87 Blountstown Highway, Suite 3 Tallahassee, FL 3234 Tel: (85) Fax: (85) Geotechnical, Environmental & Construction Materials Testing FL Certificate of Authorization #3737 Preble-Rish, Inc. November 15, Jasper Thomas Road File No.: T Crawfordville, Florida ATTENTION: Mr. Alan Wise, P.E. SUBJECT: Report of Subsurface Investigation Bostic Pelt Road Sheet Pile Wall, Crawfordville, Wakulla County, Florida Dear Mr. Wise: As requested, Southern Earth Sciences, Inc. (SESI) has completed the geotechnical investigation for the above referenced project in Crawfordville, Florida in general accordance with Prop. No.: PT-3288 dated October 29, 213. This report describes our field testing techniques, includes data obtained during the investigation and presents our recommended soil strength parameters for use in sheet pile wall design. SITE AND PROJECT INFORMATION The project site is located approximately 15 feet north of Harvey Mill Road on Bostic Pelt Road in Crawfordville, Florida. The existing drainage system beneath the roadway consists of culvert pipes. Flooding during recent storm events washed out the roadway indicating that the existing system is not adequate. To protect the roadway from future wash outs, it is desired to install a sheet pile wall on both sides of the roadway. The roadway is presently about 8 to 1 feet above the ground line/water level. FIELD INVESTIGATIVE PROCEDURES On November 4, 213, personnel with our firm mobilized to the site with our track-mounted Geoprobe/2-ton CPT rig and completed the field testing for the project. For our geotechnical investigation, three (3) cone soundings to depths ranging from about 7 to 3 feet below existing grade were performed. The planned sounding depth at each location was 3 feet, however, refusal conditions caused early termination at location C-1/C-1a. MOBILE MONTGOMERY SUMMERDALE DESTIN PANAMA CITY TALLAHASSEE BATON ROUGE MANDEVILLE NEW ORLEANS

7 Preble-Rish, Inc. Page 2 Test locations were established in the field near the ends of the proposed sheet pile walls. See the attached Figure 1 for our approximate test locations. Prior to our mobilization to the site, a locate ticket for underground utilities was called-in to Sunshine State One-Call. The cone penetrometer is track-mounted and rather than sampling at 5 foot intervals, as normally done with SPT borings, the cone penetrometer is an electronic device that provides continuous evaluation of the soils bearing capacity through point and frictional resistances. The cone penetrometer is hydraulically pushed into the soil with point and frictional resistances obtained continuously. This testing equipment provides a more accurate definition of the soil strength characteristics and the changes in stratification than the more traditional SPT borings. Cone soundings were performed in general accordance with ASTM D CONE SOUNDINGS CPT Log sheets graphically show the cone tip resistance, friction ratio, equivalent N-value and interpreted soil type at each sounding location. Soil classifications and data were interpreted from methods recommended by Robertson and Campanella and/or the Sweidh Geotechnical Institute Information Publication No. 15E. Correlations between Cone Resistance values and Standard Penetration Testing N values were performed according to methods developed by Robertson, Campanella and Wightman. The soil types and stratigraphy shown on the CPT Log sheets are based upon material parameters measured and evaluated as the cone is advanced. The CPT Log sheets were developed for general information only. Users should exercise sound judgment when using the tabulated CPT data for interpretation of soil properties such as shear strength, friction angle, etc., to achieve reliable geotechnical parameters. We highly recommend the engineer be thoroughly familiar with and fully understand the capabilities of the CPT test before using this information for design purposes. SOIL AND GROUNDWATER CONDITIONS Based upon the results of our CPT testing, two (2) general soil stratigraphies were encountered at the project site. The conditions encountered at locations C-1 and C-1a consisted primarily of very loose to loose sands to a depth of about 6.5 feet. Both of these soundings performed about 1 feet apart then appeared to encounter limestone and terminated due to refusal tip pressure/friction at depths of about 7.6 and 6.9 feet, respectively.

8 Preble-Rish, Inc. Page 3 Conditions at locations C-2 and C-3 were very similar to each other. The cone data indicates that, throughout the approximate 3 foot depth of these two (2) soundings, materials encountered consisted primarily of very loose to firm sands with thin inter-bedded clay layers. Each of these two (2) soundings encountered elevated tip pressure and local friction values in the depth range of about 13 to 14 feet below existing grades which could be indicative of soft limestone. On the date of our field testing (November 4, 213), the depth to groundwater (or the depth to borehole cave-in) was measured at depths ranging from 3.6 to 5.1 feet below existing grades at our test locations. Fluctuations in the water table will occur due to seasonal precipitation differences; therefore, groundwater levels should be verified at the time of construction. SOIL STRENGTH PARAMETERS FOR WALL DESIGN West Side of Road at C-1/C-1a: Based on the refusal conditions encountered at these two (2) locations at a depth of about 7 feet, we do not believe that a sheet pile wall would be able to penetrate deep enough to be a feasible solution. Other options should be considered. However, it may be possible to excavate a test pit/trench to determine the vertical and horizontal extent of this condition. It is possible that the apparent hard limestone is very thin and could be excavated to allow installation of steel sheets. East Side of Road at C-2/C-3: The following soil strength parameters have been derived from the cone sounding data obtained. Depth Interval (feet) Soil Description Internal Friction Angle (deg.) Cohesion (psf) Effective Unit Weight (pcf) 4 Sand Sand Sand/Limestone Sand Sand/Limestone Note: Difficult driving conditions (including the possibility of penetration refusal) should be anticipated in the foot depth interval described above. Therefore, we recommend that the sheets be equipped with a driving shoe to protect the sheets and facilitate installation.

Preble-Rish, Inc. Page 4 GENERAL COMMENTS This report has been prepared in order to aid in the evaluation of this property and to assist the engineers in the structural design.

9 Preble-Rish, Inc. Page 4 GENERAL COMMENTS This report has been prepared in order to aid in the evaluation of this property and to assist the engineers in the structural design. It is intended for use with regard to the specific project discussed herein, and any substantial changes in the locations should be brought to our attention so that we may determine how such changes may affect our conclusions and recommendations. While the cone soundings performed for this project are representative of subsurface conditions at their respective locations and for their respective vertical reaches, local variations of the subsurface material are anticipated and may be encountered. Soil descriptions represent our interpretation of subsurface conditions at the designated locations on the particular date drilled. We appreciate the opportunity to be of service to you on this project. Should additional information be required, please do not hesitate to contact us. Sincerely, SOUTHERN EARTH SCIENCES, INC. Mark E. Wilson, P.E. Eng. Reg. No.: 4777 State of Florida

10 feet meters 2 7

11 SOUTHERN EARTH SCIENCES, INC. Operator: Jamison Short Sounding: C-1 Cone Used: DSA133 Groundwater Depth: 4.6 Ft. CPT Date/Time: 11/4/213 1:4:3 PM Location: Bostic Pelt Rd Sheet Pile Wall Job Number: T Tip Resistance Local Friction Pore Pressure Friction Ratio Soil Behavior Type* SPT N* Qt TSF 35 Fs TSF 9 Pw PSI -4 2 Fs/Qt (%) 4 Zone: UBC % Hammer Depth (ft) Maximum Depth = 7.61 feet Depth Increment =.66 feet 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 1 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *Soil behavior type and SPT based on data from UBC-1983

12 SOUTHERN EARTH SCIENCES, INC. Operator: Jamison Short Sounding: C-1a Cone Used: DSA133 Groundwater Depth: 3.6 Ft. CPT Date/Time: 11/4/213 1:13:59 PM Location: Bostic Pelt Rd Sheet Pile Wall Job Number: T Tip Resistance Local Friction Pore Pressure Friction Ratio Soil Behavior Type* SPT N* Qt TSF 6 Fs TSF 6 Pw PSI -2 4 Fs/Qt (%) 2 Zone: UBC % Hammer Depth (ft) Maximum Depth = 6.89 feet Depth Increment =.66 feet 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 1 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *Soil behavior type and SPT based on data from UBC-1983

13 SOUTHERN EARTH SCIENCES, INC. Operator: Jamison Short Sounding: C-2 Cone Used: DSA133 Groundwater Depth: 3.7 Ft. CPT Date/Time: 11/4/213 1:23:5 PM Location: Bostic Pelt Rd Sheet Pile Wall Job Number: T Tip Resistance Local Friction Pore Pressure Friction Ratio Soil Behavior Type* SPT N* Qt TSF 25 Fs TSF 7 Pw PSI Fs/Qt (%) 4 Zone: UBC % Hammer Depth (ft) Maximum Depth = 3.12 feet Depth Increment =.66 feet 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 1 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *Soil behavior type and SPT based on data from UBC-1983

14 SOUTHERN EARTH SCIENCES, INC. Operator: Jamison Short Sounding: C-3 Cone Used: DSA133 Groundwater Depth: 5.1 Ft. CPT Date/Time: 11/4/213 1:46:2 PM Location: Bostic Pelt Rd Sheet Pile Wall Job Number: T Tip Resistance Local Friction Pore Pressure Friction Ratio Soil Behavior Type* SPT N* Qt TSF 4 Fs TSF 7 Pw PSI -1 1 Fs/Qt (%) 6 Zone: UBC % Hammer Depth (ft) Maximum Depth = 3.38 feet Depth Increment =.66 feet 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 1 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *Soil behavior type and SPT based on data from UBC-1983

Earth Mechanics, Inc. Geotechnical & Earthquake Engineering

Earth Mechanics, Inc. Geotechnical & Earthquake Engineering TECHNICAL MEMORANDUM DATE: June 3, 2009 EMI PROJECT NO: 01-143 TO: COPY: FROM: SUBJECT: John Chun, P.E. / Port of Long Beach (POLB) Jorge Castillo