INVITATION TO BID CITY OF CAPE CORAL SW 6&7 UTILITIES EXTENSION PROJECT CONTRACT VII CENTRAL AREA 6 AND CENTRAL AREA 8 ITB UT13-02/TM-G

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33990 BIDS ARE DUE NO LATER THAN 1:30 P.M., WEDNESDAY, JULY 10, 2013 MANDATORY PRE-BID MEETING Thursday, June 13, 2013 10:00 a.m.

1 GEOTECHNICAL REPORT INVITATION TO BID CITY OF CAPE CORAL SW 6&7 UTILITIES EXTENSION PROJECT CONTRACT VII CENTRAL AREA 6 AND CENTRAL AREA 8 ITB UT13-02/TM-G City of Cape Coral Procurement Division 1015 Cultural Park Boulevard, 2 nd Floor Cape Coral, FL BIDS ARE DUE NO LATER THAN 1:30 P.M., WEDNESDAY, JULY 10, 2013 MANDATORY PRE-BID MEETING Thursday, June 13, :00 a.m. Cape Coral Council Chambers, Conference Room Cultural Park Blvd., Cape Coral, FL BID SET VOLUME 4 of 4 (GEOTECHNICAL REPORT)

2 VOLUME 4 GEOTECHNICAL BASELINE REPORT CONTRACT VII CITY OF CAPE CORAL UTILITIES EXTENSION PROJECT SOUTHWEST 6 & 7 Ardaman & Associates, Inc. Geotechnical, Environmental and Materials Consultants OFFICES Orlando, 8008 S. Orange Avenue, Orlando, Florida 32809, Phone (407) Bartow, 1525 Centennial Drive, Bartow, Florida 33830, Phone (863) Cocoa, 1300 N. Cocoa Blvd., Cocoa, Florida 32922, Phone (321) Fort Myers, 9970 Bavaria Road, Fort Myers, Florida 33913, Phone (239) Miami, 2608 W. 84 th Street, Hialeah, Florida 33016, Phone (305) Port St. Lucie, 460 Concourse Place NW, Unit 1, Port St. Lucie, Florida 34986, Phone (772) Sarasota, 78 Sarasota Center Blvd., Sarasota, Florida, Phone (941) Tallahassee, 3175 West Tharpe Street, Tallahassee, Florida 32303, Phone (850) Tampa, 3925 Coconut Palm Drive, Suite 115, Tampa, Florida 33619, Phone (813) West Palm Beach, 2200 N. FL Mango Rd., Ste. 101, West Palm Bch., FL 33409, Phone (561) MEMBERS: A.S.F.E. American Concrete Institute American Society for Testing and Materials Florida Institute of Consulting Engineers

3 Ardaman & Associates, Inc. Geotechnical, Environmental and Materials Consultants Tetra Tech Chevrolet Way, Suite 300 Estero, FL MAY-2013 Ardaman Project No Attention: Mr. Danny Nelson, P.E. SUBJECT: Volume 4 Geotechnical Baseline Report Contract VII City of Cape Coral Utilities Extension Project Southwest 6 & 7 Gentlemen: As requested and authorized by Tetra Tech, Ardaman & Associates, Inc. (Ardaman) has prepared the Geotechnical Baselinee Report for the Contract VII Areas 6 and 8 of the City of Cape Coral Utilities Extensionn Project Southwest 6 & 7. The purpose of the Geotechnical Baseline Report is to define the specific subsurface conditions to be considered by contractors as baseline conditions in preparing their bids. This report summarizes our review of the field and laboratory testing programs previously performed for Areas 6 and 8. It has been prepared for specific application too Areas 6 and 8 in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. It has been a pleasure assisting you on this project. When we may be of further services to you, or if you have any questions about this report, please contact the undersigned. Very truly yours, ARDAMAN & ASSOCIATES, INC. Florida Certificate of Authorization No Gary A. Drew, P.E. Vice President/Branch Manager GAD/egs Distribution: Client - 2 Hard Copies + electronic pdf 1 - File Florida: 9970 Bavaria Road, Fort Myers, Florida Phone (239) FAX (239) Bartow, Fort Myers, Miami, Orlando, Port St. Lucie, Sarasota, Tallahassee, Tampa, West Palm Beach Louisiana: Alexandria, Baton Rouge, Monroe, New Orleans, Shreveport

4 Volume 4 Geotechnical Baseline Report 30-MAY-2013 Contract VII Ardaman Project No City of Cape Coral Utilities Expansion Project Page No. 2 Southwest 6 & 7 PROJECT DESCRIPTION AND BACKGROUND INFORMATION The City of Cape Coral is expanding its sanitary sewer and water systems into the Southwest 6 & 7 area, generally located southwest of Pine Island Road and Skyline Boulevard. Southwest 6 & 7 is divided into 12 sub-areas labeled Area 1 through Area 12. This project is a revitalization of the same Utilities Expansion Project initiated in 2007 but put on hold before any construction started. As part of the design effort led by Montgomery Watson Harza, Ardaman performed a subsurface soil exploration for Areas 6 and 8 and reported the findings in reports dated August 15 and September 4, These reports are now referred to as the Geotechnical Data Reports (GDRs) and have been made available to the interested bidders on this project in electronic (pdf) format. Area 6 is generally delineated by SW 11 th Place on the west, SW 8 th Court on the east, SW 13 th Street on the north and SW 15 th Street on the south. Area 8 is generally delineated by SW 17 th Avenue on the west, SW 15 th Place on the east, Veterans Memorial Parkway on the south and Trafalgar Parkway on the north. The field exploration program for the GDRs performed in 2007 consisted of Standard Penetration Test (SPT) borings and power Auger borings advanced to a depth of 15 feet. In Area 8, borings A8-88 through 93 were advanced to a depth of 30 feet and borings A8-94 and 95 were advanced to 40 feet. These borings were located at major roadway and canal crossings. The SPT and power Auger borings were alternated on approximately 300-foot centers. Borings were usually performed at or just beyond the edge of pavement of each street in Areas 6 and 8. A total of 31 test borings were performed in Area 6 and 95 test borings in Area 8. The laboratory testing program for the GDRs included visual examination of recovered soil samples from the test borings for description and classification, and assignment of laboratory tests to aid in the classification process if deemed necessary. No laboratory soil classification tests were performed. The soils recovered from the SPT and power Auger borings were described and classified in accordance with AASHTO M-145-Recommended Practice for Classification of Soils and Soil-Aggregate Mixture for Highway Construction Purposes. Ardaman & Associates, Inc.

5 Volume 4 Geotechnical Baseline Report 30-MAY-2013 Contract VII Ardaman Project No City of Cape Coral Utilities Expansion Project Page No. 3 Southwest 6 & 7 Soil corrosion tests consisting of soil ph, resistivity, chlorides and sulfates were performed on selected samples in Area 8 to determine the environmental classification for design purposes. SUBSURFACE SOIL/ROCK CHARACTERIZATION To obtain detailed descriptions of subsurface conditions, review each GDR boring log while referring to the Figure 1-Boring Location Plans for locations. A more generalized view can be obtained by reviewing the Generalized Soil Profile Sheets, which group several test boring profiles on a sheet. The following soil and rock strata were identified in the test borings. Soil Description AASHTO Soil Classification Fine sand and slightly silty fine sand with variable gravel content. A-3 Slightly silty fine sand and silty fine sand with variable gravel content. Slightly clayey and clayey sand with variable gravel content. A-2-4 A-2-6 Very silty sand and sandy silt with trace gravel content. A-4 Muck A-8 Limestone rock Suitable Materials and Common Fill The A-3 and A-2-4 soils are the predominant soils in Areas 6 and 8. These soils were encountered in all the borings typically throughout the 15-foot depth explored. The A-3 and A-2-4 soils meet the project criteria of suitable materials and common fill for use on the project as fill, backfill and embankment material. Use of these soils as fill, backfill or embankment material after excavation will be dependent upon their moisture content at the time of compaction. Specified compaction requirements for this project require control of the moisture control to approximately -4 to +2 percent of the optimum moisture content as determined from the modified Proctor test (ASTM D-1557), which typically is about 10 to 12 percent moisture content. Review of the laboratory data form the other areas shows in-situ moisture content of Ardaman & Associates, Inc.

6 Volume 4 Geotechnical Baseline Report 30-MAY-2013 Contract VII Ardaman Project No City of Cape Coral Utilities Expansion Project Page No. 4 Southwest 6 & 7 these soil types typically average about 18 percent. Reduction of the moisture content of these soil types will be necessary to achieve specified compaction by providing adequate trench dewatering, stockpiling and/or soil blending. Unsuitable Materials The A-2-6 and A-4 soils meet the project criteria of unsuitable materials because of excessive fines content (greater than 35 percent passing the No. 200 mesh sieve), or a plasticity index (PI) of 10 or greater. Unsuitable materials cannot be used as fill, backfill or embankment on the project. Review of the boring logs for Area 6 shows that A-2-6 soils were encountered in 9 of the 31 test borings as illustrated on the attached Figure 1-Boring Location Plan for Area 6. The A-2-6 soils were typically encountered below a depth of 10 feet in 6 of the 9 borings, and in the depth interval of 3 to 5 feet in the other 3 borings. Review of the boring logs for Area 8 shows that A-2-6 and A-4 soils were encountered in 9 of the 95 test borings as illustrated on the attached Figure 1-Boring Location Plan for Area 8. The A-2-6 and A-4 soils were typically encountered in the 7 to 10-foot depth range and the 12 to 15-foot depth range. A-2-6 soils were encountered in the 3 to 4-1/2-foot depth range in test boring A8-81. The A-2-6 soils that typically occur as a thin stratum (about 2 feet thick) in the soil accumulation zone within the depth interval of 2 to 5 feet can be rendered suitable through the excavation process and blending with suitable materials above and below the stratum. Highly Organic Material The A-8 soils meet the project criteria of highly organic material, because of an organic content of 5 percent or greater by weight. Hence, they are unsuitable materials also. Highly organic materials are not suitable for use as fill, backfill or embankment on the project. In addition, highly organic materials are required to be removed to their vertical extent below pipes and structures and replaced with suitable materials. Review of the boring logs show that highly organic materials described as muck (A-8) occurred in one boring in Area 6 and one boring in Area 8. In Area 6, muck was encountered in boring A6-10 from 7 to 13 feet. In Area 8, muck was encountered in test boring A8-86 below the rock from 7 to 13 feet. Ardaman & Associates, Inc.

7 Volume 4 Geotechnical Baseline Report 30-MAY-2013 Contract VII Ardaman Project No City of Cape Coral Utilities Expansion Project Page No. 5 Southwest 6 & 7 The horizontal extent of the muck (A-8) in the borings is unknown. The occurrence of highly organic materials in the project area will likely occur in isolated areas as the result of burying of a pond or depression during the development of this part of Cape Coral in the early 1970s. The muck encountered in test boring A8-86 is untypical as it was encountered below hard limestone. Rock (Limestone) Of the 31 test borings performed in Area 6, only 1 test boring encountered limestone rock: test boring A6-29 encountered weathered rock from 9-1/2 to 12 feet. Of the 95 test borings performed in Area 8, 24 test borings encountered limestone rock or caprock. In Area 8, the distribution of the test borings where rock was encountered appears to be uniformly spaced. All but one of the 24 test borings encountered rock in the caprock zone from 1 to 5 feet. Boring A8-5 encountered rock from 12 to 13 feet. Occurrence of hard limestone rock in each test boring is identified on the attached Figure 1-Boring Location Plan of each Area. Limestone rock is defined as hard if the Standard Penetration Test (SPT) N-Value is greater than 50 blows for 6 inches or less of penetration, or in the case of power Auger boring, if resistance to flight auger penetration is significant in the opinion of the driller. As stated above, these criteria defining hard limestone were observed at 1 location in Area 6 and 24 locations in Area 8. The hardness of the limestone rock will be variable in these areas with the degree of cementation that occurred in its formation or the degree of weathering that occurred since. Soft limestone appearing more as a soil than a rock material occurs in the project areas also and has been described as a gravelly sand or gravelly slightly silty fine sand soil on the test borings logs. Test borings cannot discern if boulder-size fragments may also be present within the soil strata. Local experience has shown that some hard limestone caprock can be ripped with a large excavator. Pneumatic chisels, hoe rams or similar dynamic methods will be required along some pipe trench segments where the cementation is well developed in the limestone. No blasting will be allowed. Use of the excavated rock in the project will require crushing of the rock to a suitable gradation of sand and gravel-size fragments. Ardaman & Associates, Inc.

8 = Hard limestone rock encountered = A-2-6 soil type encountered = A-8 (Muck) encountered

9 = Hard limestone rock encountered = A-2-6 or A-4 soil type encountered = A-8 (Muck) encountered

Ardaman & Associates, Inc. Geotechnical, Environmental and Materials Consultants

SUBSURFACE SOIL EXPLORATION 42-INCH FORCE MAIN REPLACEMENT CHIQUITA BOULEVARD S AND SW 34 TH STREET CAPE CORAL, LEE COUNTY, FLORIDA Ardaman & Associates, Inc. Geotechnical, Environmental and Materials