TIERRA. I,v J .W/1 1. (! 1 fl~/ July 9, LOCHNER 4350 W. Cypress Street, Suite 800 Tampa, FL Attn: Mr. Douglas M. Hershey, P.E.

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1 TIERRA July 9, 205 LOCHNER 4350 W. Cypress Street, Suite 800 Tampa, FL Attn: Mr. Douglas M. Hershey, P.E. RE: Report of Geotechnical Engineering Services Tierra Project No.: Mr. Hershey: Tierra, Inc. (Tierra) has completed geotechnical engineering services for the above referenced project. The results of our field exploration and laboratory testing program, foundation analyses and subsequent geotechnical recommendations are presented in this report. Should there be any questions regarding this report, please do not hesitate to contact our office at (83) Tierra would be pleased to continue providing geotechnical services throughout the implementation of the project. We look forward to working with you on this and future projects. Respectfully Submitted, TIERRA, INC..W/ (! fl~/ I,v J Kevin W. Lo, P.E. Senior Geotechnical Engineer Florida License No Temple Terrace Highway Tampa, FL Phone (83) Fax (83) Florida Certificate No. 6486

2 TABLE OF CONTENTS PROJECT DESCRIPTION... Project Information... Scope of Services... REVIEW OF PUBLISHED DATA... 2 USGS Quadrangle Map... 2 USDA Soil Survey... 2 SUBSURFACE EXPLORATION... 3 RESULTS OF SUBSURFACE EXPLORATION... 4 General Soil Conditions... 4 Groundwater Information... 5 Laboratory Testing... 5 EVALUATION AND RECOMMENDATIONS... 5 General... 5 Site Preparation... 6 Foundation Recommendations... 6 Settlement... 6 CONSTRUCTION CONSIDERATIONS... 7 General... 7 Fill Placement and Subgrade Preparation... 7 Scour/Slope Protection... 9 Drainage and Groundwater Concerns... 9 Structural Fill... 9 Excavations... 9 REPORT LIMITATIONS... 0 APPENDIX USGS/USDA Vicinity Maps (Sheet ) Boring Location Plan and Soil Profiles (Sheet 2) Proposed Foundation Dimensions and Depth

3 Tierra Project No.: Page of 0 Project Information PROJECT DESCRIPTION The project site is located within the limits of the existing St. Petersburg-Clearwater International Airport in. More specifically, the project site is located approximately 80 feet to the northeast of the intersection of Rescue Way and Spadco Drive near the western entrance to the airport facility. Based on information provided to us, it is our understanding that a new pedestrian bridge and associated sidewalk(s) are currently planned for the project site. The pedestrian bridge will be a single span structure approximately 54 feet long and 8 feet wide. The bridge will span an existing shallow drainage ditch/canal located on the north side of Rescue Way. We understand that the pedestrian bridge structure is planned to be supported on a shallow foundation system. Design loads provided by LOCHNER for each bridge abutment are as follows: Service Load: Factored Design Load: kips kips The finished grade at each bridge abutment is anticipated to be within to 2 feet of the existing site grades (approx. elevation +5 to +7 feet NGVD). If any of the project information noted is incorrect or has changed, Tierra should be notified as soon as possible so we can determine if the changes impact our recommendations. Scope of Services Tierra s involvement in the project was to obtain information concerning subsurface conditions at the pedestrian bridge site in order to establish geotechnical parameters and recommendations for the design of the proposed structure foundations. In order to meet this objective, Tierra performed the following services:. Reviewed published soils and topographic information. This published information was obtained from the Safety Harbor, Florida Quadrangle Map published by the United States Geological Survey (USGS) and the Soil Survey of, published by the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS).

4 Tierra Project No.: Page 2 of 0 2. Executed a program of subsurface exploration consisting of borings, subsurface sampling, and field testing. Tierra performed two (2) Standard Penetration Test (SPT) borings to depths of approximately 40 feet below grade. 3. Visually classified the samples in the laboratory using the Unified Soil Classification System (USCS). Conducted a limited laboratory testing program and identified soil conditions at each boring location. 4. Collected groundwater level measurements at each boring location. 5. Prepared this formal report in accordance with the scope of services herein that summarizes the course of study pursued, the field data generated, subsurface conditions encountered and our engineering recommendations in each of the pertinent topic areas. The scope of our services did not include an environmental assessment for determining the presence or absence of wetlands or hazardous or toxic materials in the soil, bedrock, groundwater, or air, on or below or around this site. Any statements in this report or on the boring logs regarding odors, colors, unusual or suspicious items or conditions are strictly for the information of our client. USGS Quadrangle Map REVIEW OF PUBLISHED DATA Based on a review of the Safety Harbor, Florida United States Geological Survey (USGS) Quadrangle Map, the natural ground surface elevations at the project site are generally on the order of +5 to +0 feet, National Geodetic Vertical Datum of 929 (NGVD 29). This information is consistent with site specific topographic information provided to Tierra. A reproduction of the USGS Vicinity Map is illustrated on Sheet in the Appendix. USDA Soil Survey Based on a review of the Pinellas County Soil Survey, it appears that there is one () primary soil-mapping unit noted within the vicinity of the project site. The general soil description is presented in the following paragraph and table, as described in the Soil Survey. A reproduction of the USDA Vicinity Map is also illustrated on Sheet in the Appendix. Matlacha-St. Augustine-Urban land (Map Unit 6) The Matlacha component makes up 32 percent of the map unit. Slopes are 0 to 2 percent. This component is on fills on ridges on marine terraces on coastal plains. The parent material consists of sandy mine spoil or earthy fill. The natural drainage class is somewhat poorly drained. Shrink-swell potential is low. This soil is not flooded. It is not

5 Tierra Project No.: Page 3 of 0 ponded. A seasonal zone of water saturation is at a depth of 30 inches during the months of June to October. The St. Augustine component makes up 32 percent of the map unit. Slopes are 0 to 2 percent. This component is on ridges on marine terraces on coastal plains. The parent material consists of sandy mine spoil or earthy fill. The natural drainage class is somewhat poorly drained. Shrink-swell potential is low. This soil is not flooded. It is not ponded. A seasonal zone of water saturation is at a depth of 27 inches during the months of June to October. The Urban Land component of the map unit consists of areas where most of the soil surface is covered with impervious materials, such as buildings and paved areas. This land type consists of areas where the original soil has been modified through cutting, grading, filling, and shaping or has been generally altered for urban development. SUMMARY OF USDA SOIL SURVEY PINELLAS COUNTY, FLORIDA USDA Map Symbol and Soil Name Depth (in) Soil Classification USCS AASHTO Permeability (in/hr) ph Seasonal High Water Table Depth Months (feet) (6) Matlacha- St. Augustine- Urban land 0-42 SP, SP-SM A SP, SP-SM A SP, SP-SM A SP-SM A SP, SP-SM A SM, SP-SM A SP, SP-SM A June-Oct June-Oct It should be noted that information contained in the USDA Soil Survey may not be reflective of current subsurface conditions, particularly if development in the project vicinity has modified existing soils or surface/subsurface drainage. SUBSURFACE EXPLORATION Prior to commencing field activities, Tierra developed a boring location plan based on project information provided by LOCHNER. To evaluate the subsurface conditions within the footprint of the proposed pedestrian bridge structure, Tierra performed a total of two (2) SPT borings to depths of approximately 40 feet below grade.

6 Tierra Project No.: Page 4 of 0 The borings were located in the field by a representative of Tierra using a hand-held Garmin Etrex Global Positioning System (GPS) equipment with a reported accuracy of +0 feet. The approximate boring locations are presented on the Boring Location Plan sheet in the Appendix. If a more accurate determination of the boring locations is required, then Tierra recommends the boring locations be survey located by the project surveyor. The SPT borings were performed with the use of a drill rig equipped with an automatic hammer system using Bentonite Mud drilling procedures. The soil sampling was performed in general accordance with American Society for Testing and Materials (ASTM) Test Designation D-586 titled Penetration Test and Split-Barrel Sampling of Soils. SPT resistance N-values and soil samples were taken continuously to a depth of 0 feet and at intervals of 5 feet thereafter to the boring termination depths. As each soil type was encountered, samples were collected and visually classified in the field with representative soil samples collected and returned to Tierra for soil classification and stratification. The results of the SPT borings performed are presented on the Soil Profiles sheet in the Appendix. General Soil Conditions RESULTS OF SUBSURFACE EXPLORATION The SPT borings generally encountered loose to medium dense sandy soils to depths of approximately 8 feet below existing site grades underlain by very loose to loose sandy soils to depths of approximately 33 feet below existing site grades. Stiff sandy clay to sandy silt was then encountered to the boring termination depths of 40 feet below grade. The subsurface conditions encountered within each of the test borings performed are presented on the Soil Profile sheet in the Appendix. The soil strata encountered in the borings performed at the project site are summarized in the following table: Stratum Number Soil Description USCS Symbol Brown Fine SAND to SAND with Silt SP/SP-SM 2 Gray Silty SAND with Shell Fragments SM 3 Gray to Blue-Gray Sandy CLAY to Sandy SILT ML/CL The subsurface soil stratification is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The Soil Profiles included in the Appendix should be reviewed for specific information at individual boring locations. These profiles include soil descriptions, stratifications, and penetration resistances. The stratifications shown on the boring profiles represent the conditions

7 Tierra Project No.: Page 5 of 0 only at the actual boring location. Variations did occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual. Groundwater Information At the time of drilling (April 7, 205), the groundwater table was encountered at a depth of 6 feet below the existing ground surface. Groundwater conditions will vary with environmental changes and seasonal conditions, such as the frequency and magnitude of rainfall patterns, as well as man-made influences, such as swales, drainage features and areas of covered soil (paved parking lots, sidewalks, etc.). The estimated normal seasonal high groundwater levels presented herein are based on the observed soil stratigraphy, measured groundwater levels in the borings, USDA Soil Survey information, and our past experience in the general project area. In this regard, we estimate the normal seasonal high groundwater will be approximately.5 feet below the existing site grades (approximate elevation +3.5 feet based on topographic information provided to Tierra). In general, the normal seasonal high groundwater level is not intended to define a limit or ensure that future seasonal fluctuations in groundwater levels will not exceed the estimated levels. Post-development groundwater levels could exceed the normal seasonal high groundwater level estimate as a result of a series of rainfall events, changed conditions at the site that alter surface water drainage characteristics, or variations in the duration, intensity, or total volume of rainfall. Laboratory Testing Representative soil samples collected from the SPT borings were classified and stratified in general accordance with the Unified Soil Classification System (USCS). Our classification was based on visual observations, using the results from the laboratory testing as confirmation. Laboratory testing consisted of fines content (percentage passing No. 200 mesh sieve) and environmental corrosion tests. The results of the laboratory tests are presented on the Soil Profile sheet in the Appendix. General EVALUATION AND RECOMMENDATIONS Based on the results of the borings and our understanding of the proposed pedestrian bridge as discussed herein, subsurface conditions are considered suitable for supporting the bridge structure on shallow foundations after being prepared in accordance with the recommendations provided herein. Our recommendations for site preparation, foundation design criteria, settlement, and construction considerations are presented in the following report sections.

8 Tierra Project No.: Page 6 of 0 Site Preparation Prior to construction, the location of any existing underground utilities within the construction area should be established. Material suitable for re-use may be stockpiled; however, any material stockpiled for re-use shall be tested for conformance to material specifications as indicated in the following sections of this report. Provisions should then be made to relocate any interfering utility lines within the construction area to appropriate locations and backfilling the resulting excavations with compacted approved fill. In this regard, it should be noted that if abandoned underground pipes are not properly removed or plugged, they might serve as conduits for subsurface erosion, which subsequently may result in excessive settlement. As a minimum, it is recommended that the clearing operations extend to the depth needed to remove material considered deleterious at least 5 feet beyond the proposed construction limits, where practical. Deleterious materials to be removed include roots, organics, tree stumps or other buried or surface debris. Fill placement and subgrade preparation recommendations are presented in the Construction Considerations section of this report. Foundation Recommendations Based on the results of our borings and our understanding of the proposed pedestrian bridge as discussed herein, subsurface conditions are considered suitable for supporting the structure on shallow spread foundations. A maximum factored bearing resistance of 2,700 pounds per square foot (psf) can be used for the design of the foundations. This value was developed based on the proposed foundation dimensions and depth provided by LOCHNER, which are shown in the Appendix. Based on the soil conditions encountered and the recommended site preparation requirements, a modulus of subgrade reaction of 50 pounds per cubic inch (pci) is recommended for use in design. The noted values presume that the foundations are surrounded by well-compacted sand backfill and can withstand horizontal movements on the order of one-quarter to threeeighth inches. Horizontal restraint determined in accordance with the recommended values should be considered resistance that is available rather than allowable. Therefore, the design should incorporate a minimum factor of safety of.5 to limit horizontal movement. Settlement The settlement of shallow foundations supported on compacted sand fill and/or natural sandy soils should occur rapidly after loading. Thus, the expected settlement should occur during construction as dead loads are imposed. Provided the recommended site preparation operations are properly performed and the recommendations noted herein are utilized, the total settlement should not exceed approximately ½ inch. The differential settlement is not expected to exceed one half of the total settlement.

9 Tierra Project No.: Page 7 of 0 Differential settlement of this magnitude is usually considered tolerable for the anticipated construction; however, the tolerance of the proposed structure to the predicted total and differential settlements should be confirmed by the structural engineer. General CONSTRUCTION CONSIDERATIONS It is recommended that Tierra be retained to provide observation and testing of construction activities involved in the foundation earthwork, and related activities of this project. Tierra cannot accept any responsibility for any conditions, which deviate from those described in this report, if not engaged to provide construction observation and testing for this project. Fill Placement and Subgrade Preparation The following are our recommendations for overall site preparation and mechanical densification work for the construction of the proposed improvements based on the anticipated construction and our test boring results. These recommendations should be used as a guideline for the project general specifications prepared by the design engineer.. The site should be cleared; this primarily includes removing any deleterious materials currently on the site. It is recommended that any unsuitable material be removed to the satisfaction of Tierra prior to beginning construction at the site. Resulting excavations should be backfilled with compacted structural fill. As a minimum, it is recommended that the clearing operations extend at least five (5) feet beyond the development perimeters, where practical. 2. Following the clearing operations, the exposed existing subgrade should be evaluated and proofrolled as directed by representatives of Tierra to confirm that all unsuitable materials have been removed. The proofrolling should consist of compaction using a fully loaded 2 cubic yard capacity front end loader or equivalent. Vibratory compaction equipment should not be used within 50 feet of any existing structures. 3. Careful observations should be made during proofrolling to help identify any areas of soft yielding soils that may require over excavation and replacement. The proofrolling equipment should make a minimum of eight (8) overlapping passes over the structure areas with the successive passes aligned perpendicular. It is recommended that within the pavement/sidewalk areas leading up to the pedestrian bridge, the natural ground, to a minimum depth of one () foot below stripped or excavated grade, be compacted to a minimum of 95% of the material s Modified Proctor maximum dry density.

10 Tierra Project No.: Page 8 of 0 4. Following satisfactory completion of the initial compaction, the structure areas may be brought up to finished subgrade levels, if needed, using structural fill. Imported fill should consist of fine sand with less than 2% passing the No. 200 sieve, free of rubble, organics, clay, debris and other unsuitable material. Fill should be tested and approved prior to acquisition. Approved sand fills should be placed in loose lifts not exceeding 2 inches in thickness and should be compacted to a minimum density of 95% of the Modified Proctor maximum dry density. Density tests to confirm compaction should be performed in each fill lift before the next lift is placed. 5. Prior to beginning compaction, soil moisture contents may need to be adjusted in order to facilitate proper compaction. If additional moisture is necessary to achieve compaction objectives, then water should be applied in such a way that it will not cause erosion or removal of the subgrade soils. Moisture content within the range needed to achieve compaction is recommended prior to compaction of the natural ground and fill. 6. After proofrolling and compaction, the foundation excavations can begin. Foundation excavations should be observed by the geotechnical engineer or a representative to explore the extent of any loose, soft, or otherwise unsuitable materials. If the foundation excavations appear suitable as load bearing materials, the bottom of the foundation excavations should be compacted to a minimum density of 95% of the Modified Proctor maximum dry density for a minimum depth of two (2) feet below the bottom of the footing depth, as determined by field density compaction tests. 7. If soft pockets are encountered in the footing excavations, the unsuitable materials should be removed and the proposed footing elevation re-established by backfilling. This backfilling may be done with a very lean concrete or with a well-compacted, suitable fill such as clean sand, gravel, or crushed FDOT No. 57 or FDOT No. 67 stone. Sand backfill should be compacted to a minimum density of 95% of the modified Proctor maximum dry density. Gravel/stone should be compacted to a firm unyielding condition. 8. Immediately prior to reinforcing steel placement, it is suggested that the bearing surfaces of all footing excavations be compacted using hand operated mechanical tampers. In this manner, any localized areas which have been loosened by excavation operations should be adequately re-compacted. A representative of Tierra should be retained to provide on-site observation of earthwork and ground modification activities. Density tests should be performed in the top one () foot of compacted existing ground, each fill lift, and the bottom of foundation excavations. It is important that Tierra be retained to observe that the subsurface conditions are as we have discussed herein, and that foundation construction ground modification and fill placement is in accordance with our recommendations.

11 Tierra Project No.: Page 9 of 0 Scour/Slope Protection Normal slope protection measures (i.e. grassed/vegetated side slopes) and periodic maintenance of the drainage ditch/canal will be required to protect the bridge foundations from scour/erosion impacts at all times. Drainage and Groundwater Concerns Groundwater levels were encountered at a depth of 6 feet below the existing grade at the time of our field activities. We recommend that the Contractor determine the actual groundwater levels at the time of construction to determine potential groundwater impacts that may occur during the proposed construction. Structural Fill All materials used for structural fill or backfill should be evaluated and, if necessary, tested by Tierra prior to placement to determine if they are suitable for the intended use. Suitable fill materials should consist of sand with less than 2% passing the No. 200 sieve, free of rubble, organics, clay, debris and other unsuitable material. In general, the majority of the Stratum sands (SP/SP-SM) can be moved and used for grading purposes, site leveling, general engineering fill, structural fill and backfill in other areas, provided the fill is free of organic material, clay, debris or any other material deemed unsuitable for construction. All fill should be placed in accordance with the recommendations provided in this report. Excavations Excavations and temporary side slopes should comply with the Occupational Safety and Health Administration s (OSHA) trench safety standards, 29 C.F.R., s , Subpart P, all subsequent revisions or updates of OSHA s referenced standard adopted by the Department of Labor and Employment Security and Florida s Trench Safety Act, Section , Florida Statutes. We are providing this information solely as a service to our client. Tierra does not assume responsibility for construction site safety or the contractor s or other party s compliance with local, state, and federal safety or other regulations. Excavated materials should not be stockpiled at the top of the slope within a horizontal distance equal to the excavation depth.

12 Tierra Project No.: Page 0 of 0 REPORT LIMITATIONS The analyses, conclusions and recommendations contained in this report are professional opinions based on the site conditions and project layout described herein and further assume that the conditions observed in the exploratory borings are representative of the subsurface conditions throughout the site, i.e., the subsurface conditions elsewhere on the site are the same as those disclosed by the borings. If, during construction, subsurface conditions different from those encountered in the exploratory borings are observed or appear to be present beneath excavations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. This report was prepared for the exclusive use of LOCHNER and the St. Petersburg- Clearwater International Airport for evaluating the design of the project as it relates to the geotechnical aspects discussed herein. It should be made available to prospective contractors for information on factual data only and not as a warranty of subsurface conditions included in this report. Unanticipated soil conditions may require that additional expense be made to attain a properly constructed project. Therefore, some contingency fund is recommended to accommodate such potential extra costs.

13 APPENDIX USDA/USGS Vicinity Maps (Sheet ) Boring Location Plan and Soil Profiles (Sheet 2) Proposed Foundation Dimensions and Depth

14 USDA VICINITY MAP USGS VICINITY MAP APPROXIMATE PROJECT LOCATION ' PLAN SCALE REFERENCE: USDA SOIL SURVEY OF PINELLAS COUNTY, FLORIDA REFERENCE: "SAFETY HARBOR, FLORIDA" USGS QUADRANGLE MAP TOWNSHIP: RANGE: SECTION: 29 S 9 E 33 & 34 DRAWN BY: SW CHECKED BY: KLS APPROVED BY: KLS DATE: JUL 205 ENGINEER OF RECORD: KENNETH L. SYMONDS JR., P.E. FLORIDA LICENSE NO.: 5958 TIERRA 735 Temple Terrace Highway Tampa, Florida Phone: Fax: FL Cert. No.: 6486 SCALE: PROJECT NUMBER: NOTED GEOTECHNICAL ENGINEERING SERVICES USCG PEDESTRIAN BRIDGE ST. PETERSBURG-CLEARWATER INT'L AIRPORT SHEET

15 BORING LOCATION PLAN 0 50' SOIL PROFILES LEGEND PLAN SCALE BOR. # LAT.: LON.: DATE: DRILLER: HAMMER: RIG: B- N W /7/5 R. SCRUGGS AUTOMATIC D-25 BOR. # LAT.: LON.: DATE: DRILLER: HAMMER: RIG: B-2 N W /7/5 R. SCRUGGS AUTOMATIC D-25 2 BROWN FINE SAND TO SAND WITH SILT (SP/SP-SM) GRAY SILTY SAND WITH SHELL FRAGMENTS (SM) = = 2 N = 5 N N GRAY TO BLUE-GRAY SANDY CLAY TO SANDY SILT (ML/CL) APPROXIMATE LOCATION OF SPT BORING GROUNDWATER LEVEL ENCOUNTERED DURING INVESTIGATION SPT N-VALUE IN BLOWS/FOOT FOR 2 INCHES OF PENETRATION (UNLESS OTHERWISE NOTED) PC STA PT STA CURVE DATA CLCONST2 PI STA. = = 35 37' 05" (RT) D = 90 59' 09" T = 9.64 L = 8.65 R = PC STA. = PT STA. = CURVE DATA CLCONST PI STA. = = 4 22' 26" (LT) D = 90 59' 09" T =.33 L = 2.66 R = PC STA. = PT STA. = N 85 42' 29" E B-2 POT STA DEPTH IN FEET DEPTH IN FEET SP UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2488) GROUP SYMBOL AS DETERMINED BY VISUAL REVIEW AND LABORATORY TESTING ON SELECTED SAMPLES FOR CONFIRMATION OF VISUAL REVIEW -200 PERCENT PASSING #200 SIEVE NOTE: LATITUDE AND LONGITUDE WERE ESTIMATED BASED ON COORDINATES OBTAINED IN THE FIELD USING A HAND-HELD GPS DEVICE AND SHOULD BE CONSIDERED APPROXIMATE NOTE: BASE MAP PROVIDED BY H.W. LOCHNER RECOMMENDED ENVIRONMENTAL CLASSIFICATION: SUBSTRUCTURE CONCRETE: MODERATELY AGGRESSIVE (ph=6.0) SUBSTRUCTURE STEEL: MODERATELY AGGRESSIVE (ph=6.0) SOIL TEST RESULTS: RESISTIVITY 3,500 OHM-CM CHLORIDES 5 PPM SULFATES 43.3 PPM ph 6.0 GRANULAR MATERIALS- RELATIVE DENSITY VERY LOOSE LOOSE MEDIUM DENSE VERY DENSE SILTS AND CLAYS CONSISTENCY VERY SOFT SOFT FIRM STIFF VERY STIFF HARD SPT N-VALUE (BLOWS/FT.) LESS THAN 3 3 TO 8 8 TO TO 40 GREATER THAN 40 SPT N-VALUE (BLOWS/FT.) LESS THAN TO 3 3 TO 6 6 TO 2 2 TO 24 GREATER THAN 24 DRAWN BY: SW CHECKED BY: KLS APPROVED BY: KLS DATE: JUL 205 ENGINEER OF RECORD: KENNETH L. SYMONDS JR., P.E. FLORIDA LICENSE NO.: 5958 TIERRA 735 Temple Terrace Highway Tampa, Florida Phone: Fax: FL Cert. No.: 6486 SCALE: PROJECT NUMBER: NOTED GEOTECHNICAL ENGINEERING SERVICES USCG PEDESTRIAN BRIDGE ST. PETERSBURG-CLEARWATER INT'L AIRPORT SHEET 2

16 DESIGNED GENERAL NOTES DESIGN SPECIFICATIONS: FDOT STRUCTURES MANUAL DATED JANUARY 205 AND SUBSEQUENT STRUCTURES DESIGN BULLETINS. AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO) LOAD AND RESISTANCE FACTOR (LRFD) BRIDGE DESIGN SPECIFICATIONS, 7TH EDITION. 3. REINFORCING STEEL: A. PROVIDE ASTM A65 GRADE 60 CONVENTIONAL REINFORCING STEEL IN ACCORDANCE WITH SPECIFICATION 45. B. TYPICAL REINFORCING BARS ARE DESIGNATED AS: FDOT PLANS PREPARATION MANUAL DATED JANUARY 205. GOVERNING STANDARDS AND CONSTRUCTION SPECIFICATIONS: FLORIDA DEPARTMENT OF TRANSPORTATION, 205 DESIGN STANDARDS AND REVISED INDEX DRAWINGS AS APPENDED HEREIN AND 205 STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, AS AMENDED BY CONTRACT DOCUMENTS. VERTICAL DATUM: NAVD 88 DESIGN METHODOLOGY: LOAD AND RESISTANCE FACTOR DESIGN (LRFD) METHOD USING STRENGTH, SERVICE AND FATIGUE LIMIT STATES. DESIGN LOADING:. LIVE LOAD: H-5 2. PEDESTRIAN LOAD: 90 PSF 3. DEAD LOADS: ALUMINUM PEDESTRIAN RAILING: 20 PLF REINFORCED CONCRETE: 50 PCF FUTURE WEARING SURFACE: 0 PSF 4. UTILITIES: NO ALLOWANCE FOR UTILITY LOADS HAS BEEN INCLUDED IN THE DESIGN. MATERIALS:. CONCRETE: ALL CONCRETE SHALL CONFORM TO SPECIFICATIONS SECTION E0 QUANTITY MARK SIZE ENVIRONMENT: SUPERSTRUCTURE SUBSTRUCTURE MODERATELY CONCRETE AND STEEL: AGGRESSIVE MODERATELY AGGRESSIVE PLAN DIMENSIONS: ALL DIMENSIONS IN THESE PLANS ARE MEASURED IN FEET EITHER HORIZONTALLY OR VERTICALLY UNLESS NOTED OTHERWISE. JOINTS IN CONCRETE: CONSTRUCTION JOINTS WILL BE PERMITTED ONLY AT THE LOCATIONS INDICATED IN THE PLANS. ADDITIONAL CONSTRUCTION JOINTS OR ALTERATIONS TO THOSE SHOWN SHALL REQUIRE APPROVAL OF THE ENGINEER. ABBREVIATIONS: E.F. DENOTES "EACH FACE" E.J. DENOTES "EXPANSION JOINT" N.F. DENOTES "NEAR FACE" E DENOTES "EXPANSION BEARING" F.F. DENOTES "FAR FACE" U.N.O. DENOTES "UNLESS OTHERWISE NOTED" MIN. 28-DAY CONCRETE COMPRESSIVE CLASS STRENGTH (PSI) II (BRIDGE DECK) 4500 IV 5500 V CONCRETE COVER: LOCATION OF CONCRETE IN STRUCTURE APPROACH SLABS END BENTS PRESTRESSED DOUBLE-TEE BEAM FOR ADDITIONAL ABBREVIATIONS SEE FDOT INDEX NO. 00. SHOP DRAWINGS: SHOP DRAWINGS SHALL BE SUBMITTED TO: DOUGLAS M. HERSHEY, PE HW LOCHNER, INC W. CYPRESS STREET, SUITE 800 TAMPA, FL CONCRETE COVER DIMENSIONS SHOWN IN THE PLANS DO NOT INCLUDE PLACEMENT AND FABRICATION TOLERANCES UNLESS SHOWN AS "MINIMUM COVER". SEE SPECIFICATION 45 FOR ALLOWABLE TOLERANCES. ALL DIMENSIONS PERTAINING TO THE LOCATION OF REINFORCING STEEL ARE TO THE CENTERLINE OF BAR EXCEPT WHERE CLEAR DIMENSION IS NOTED TO FACE OF CONCRETE. PRECAST PRESTRESSED BEAM (UNLESS NOTED OTHERWISE) CAST-IN-PLACE SUBSTRUCTURE (CAST AGAINST EARTH) CAST-IN-PLACE SUBSTRUCTURE (FORMED SURFACES) CAST-IN-PLACE APPROACH SLAB (TOP OF SLAB) CAST-IN-PLACE APPROACH SLAB (BOTTOM OF SLAB) 2" 4½" 3" DESCRIPTION DATEREV. BY DRAWN CHECKED DMH DMH CS OFFICE OF ENGINEERING AND TECHNICAL SUPPORT 4 S. FT. HARRISON AVE., CLEARWATER, FL PROJECT: DESCRIPTION: APPROVED BY: DATE: H.W. LOCHNER, INC. 7/9/ W. CYPRESS ST, U.S. COAST GUARD PROJECT NO. SUITE 800 STRUCTURES GENERAL NOTES 00743A TAMPA, FLORIDA SIDEWALK Douglas M. Hershey, P.E. DATE SHEET: CERT. OF AUTH. #894 FLA. LIC. NO B-

17 N BEGIN BRIDGE FFBW END BENT STA BEGIN APPROACH SLAB STA SURVEYED TOP OF BANK 5 5 B ~ DRAINAGE DITCH 8" SURVEYED TOP OF BANK END BRIDGE FFBW END BENT 2 STA P.I. STA EL P.I. STA EL P.I. STA EL N 85 42'29" E 90 0'0" 90 0'0" 4'-0" 4'-0" 8'-0" CLEAR W ALKW AY 90 0'0" 90 0'0" B-2 03 DIRECTION OF STATIONING CONST. BEGIN BRIDGE STA END BRIDGE STA ALUMINUM PEDESTRIAN/BICYLE RAILING (TYP. EACH SIDE) END APPROACH SLAB STA VERTICAL CURVE DATA EXISTING FENCE (TO REMAIN) TB PLAN BEGIN BRIDGE FFBW END BENT 4'-6" APPRH. SLAB 54'-0" 42" ALUMINUM PEDESTRIAN/BICYCLE RAILING TYPE (INDEX 86 & 862) END BRIDGE FFBW END BENT 2 4'-6" APPRH. SLAB 0 0 LEGEND: E.J. E.J. INDICATES BORING LOCATION. FOR BORING 5 WINGWALL E E ~ ~ WINGWALL 5 DATA, SEE SHEET B-3. REMOVAL OF EXISTING GROUND UNDERNEATH PROPOSED STRUCTURE 0-5 PROPOSED GROUND IN FRONT OF END BENT (EL. 4.75) (LEVEL) PRESTRESSED DOUBLE-TEE BEAM EXISTING GROUND ALONG CONST. PROPOSED GROUND IN FRONT OF END BENT (EL. 4.75) (LEVEL) 0-5 NOTES:. SEE THE ROADWAY PLANS FOR SIDEWALK DETAILS LEADING UP TO THE APPROACH SLABS. 2. THE PROPOSED BEAM LOW MEMBER ELEVATION IS ELEVATION EL THE MEAN HIGH WATER ELEVATION IS EL. 0.7 AND THE MEAN HIGH HIGH WATER ELEVATION IS EL..06. DESCRIPTION DESIGNED DRAWN CHECKED DATEREV. BY DMH DMH CS OFFICE OF ENGINEERING AND TECHNICAL SUPPORT 4 S. FT. HARRISON AVE., CLEARWATER, FL PROJECT: DESCRIPTION: APPROVED BY: H.W. LOCHNER, INC. U.S. COAST GUARD PLAN AND ELEVATION SIDEWALK 4350 W. CYPRESS ST, SUITE 800 TAMPA, FLORIDA Douglas M. Hershey, P.E. CERT. OF AUTH. #894 FLA. LIC. NO DATE DATE: 7/9/5 PROJECT NO A SHEET: B-2

18 DESIGNED B 4'-9" '-3" '-6" '-0" '-0" 2'-6" (TYP.) '-0" 4'-9 2" ½" PREFORMED EXPANSION JOINT FILLER MATERIAL (TYP.) 90 0'0" FFBW 90 0'0" 6E0 (TYP.) CONST '0" 4'-9 2" BEGIN BRIDGE FFBW END BENT STA END BRIDGE FFBW END BENT 2 STA '0" 90 0'0" '-0" DIRECTION OF STATIONING (END BENT ) (END BENT 2) BEARING DIRECTION OF STATIONING EL (END BENT ) EL (END BENT 2) (END BENT ) 6" (END BENT 2) 5 7" 2" 5 5 6" 6" 4 C 2'-6" 4'-6" EL '-6" 6" EL E04 (TYP. OF 0) B STEM STEM '-0" 2'-9 2'-0" 2'-0" 2'-9 '-0" 4W03 (E.F.) C '-0" (MIN.) '-6" '-7" 4 2" 7½" 8 2" 7¾" 5 2" '-3" PLAN = '-0 2'' (E.F.) = 2'-7'' (E.F.) VIEW B-B APPROACH SLAB EL EL. X.XXX EL. X.XXX EL EL..750 '-5 2" '-4 2" A 5-5E03 5-5E02 2'-2" = 8'-8" APPROACH SLAB OUTLINE 4-4E03 5E03 (E.F.) 0-4E0 & 0-4E02 ¾" (+) = 8'-0" '-5 2" '-4 2" ½" PREFORMED EXPANSION JOINT FILLER MATERIAL (TYP.) 3-4E04 (E.F.) '-6" 4E04 SPACING 6" = '-0' 4 3" 7" (E.F.) 5E03 (E.F.) CL. 6E0 4E02 '-0" CL. '-0" 7 2" 0 '-3" 6" CL. C.J. '-0" (MIN.) C.J. BRG. 4-4E03 (EQ. SPA.) CL. (TYP.) 4E0 5E0 CL. 2'-0" 9" 9" VARIES (END BENT ) 2" PREFORMED EXPANSION JOINT FILLER MATERIAL 6" (END BENT 2) 4 6" 6" 5 2" 5 7" 5 RAILING APPROACH SLAB 4W0 4W03 (TYP. OF 6) CL. (TYP.) 4 2" ¾" (+) = 0'-0" 4 6 2" " = 3'-8" (TOP) 6 " = 3'-8'' (BOTTOM) '-0" A 4'-9" SECTION C-C ELEVATION SECTION A-A DESCRIPTION DATEREV. BY DRAWN CHECKED DMH DMH CS OFFICE OF ENGINEERING AND TECHNICAL SUPPORT 4 S. FT. HARRISON AVE., CLEARWATER, FL PROJECT: DESCRIPTION: APPROVED BY: DATE: H.W. LOCHNER, INC. 7/9/ W. CYPRESS ST, U.S. COAST GUARD PROJECT NO. SUITE 800 END BENT DETAILS 00743A TAMPA, FLORIDA SIDEWALK Douglas M. Hershey, P.E. DATE SHEET: CERT. OF AUTH. #894 FLA. LIC. NO B-4

19 DESIGNED 53'-0½" (OVERALL LENGTH OF BEAM INCLUDING LENGTH INCREASE REQUIRED TO COMPENSATE FOR ELASTIC AND TIME DEPENDENT SHORTENING EFFECTS) 42" ALUMINUM PEDESTRIAN/BICYCLE PICKET RAILING TYPE (INDEX 86 & 862) (TYP.) 3" 2 3" = 3'-0" 6" 6" 22 '-0" 8 4 " 5S SPACING SYMMETRICAL 8'-0" CLEAR = 22'-0" ABOUT BEAM (TYP. EA. FLANGE) 2'-0" 4'-0" 2'-0" S (TOP & '-0" = 26'-0" 8 4 " (SYMMETRICAL ABOUT BEAM) BEAM 2" CL. A 0-4S2 4S (TYP.) 8" FLANGE STEM 8" FLANGE STEM ½" CHAMFER (TYP.) 5S (TYP.) BEAM ELEVATION 2" CL. 2" CL. 2 - ½" DIA. STRANDS (EACH STEM) (SEE NOTE 8) A '-6" STEM SIDE MOUNTED RAILING (SEE INDEX 86 SCHEME 3 [SIDE MOUNTED] FOR DETAILS & DETAIL B BELOW) (TYP.) 8 2" (TYP.) '-6" (TYP.) STEM 2" RADIUS (TYP.) 6 TYPICAL SECTION 3" (TYP.) ½" CONTINUOUS V-GROOVE (TYP. EACH SIDE) ¾" CHAMFER (TYP., U.N.O.) STEM 8'-0" 3" 0" = 7'-6" (TOP & BOTTOM) 3" 8" STEM 4S 2" CL. STEM STRAND DEBONDING LEGEND - FULLY BONDED STRANDS " " 4 2" ANCHOR 2" CL. ½" DIA. STRAND (TYP.) 3 BOLT (TYP.) 5S 4 2" 5S 4 2" STRAND DESCRIPTION: USE ½" DIAMETER, GRADE 270, LOW RELAXATION STRANDS STRESSED AT 3.0 KIPS EACH. AREA PER STRAND EQUALS 0.5 SQ. IN. STRAND PATTERN " " 3 " " 3 NOTES: SECTION A-A. PRESTRESSED CONCRETE BEAM SHALL HAVE AN INITIAL CONCRETE STRENGTH AT RELEASE, f'ci, OF 5000 PSI AND A 28-DAY STRENGTH, f'c, OF 6500 PSI. 2. PRESTRESSED BEAM COVER SHALL BE 2" UNLESS NOTED OTHERWISE. '-0" MIN. EMBEDMENT " 2" 8" TOP SURFACE OF PRESTRESSED BEAM SHALL RECEIVE A TOP SURFACE TREATMENT IN ACCORDANCE WITH FDOT SPECIFICATION BARS 4S AND 4S2 SHALL BE TYPE AS PER INDEX BAR 5S SHALL BE TYPE 6 AS PER INDEX 2300 WITH B = '-8", C = 6", D = 5" & E = 6". BARS LOCATED IN PRESTRESSED BEAM ARE NOT TABULATED IN THE REINFORCING ANCHOR BOLT 8" ¾" STEEL PLATE STEEL LIST. THE COST OF THE BARS LOCATED IN THE PRESTRESSED BEAM SHALL BE CONSIDERED INCIDENTAL TO THE COST OF THE PRESTRESSED BEAM. IN LIEU OF CORE DRILLING HOLES FOR PLACEMENT OF THE ANCHOR BOLTS, THE CONCRETE PRECASTER MAY PLACE THE ANCHOR BOLT DURING FABRICATION OF THE PRESTRESSED BEAM. STEEL SPACER PLATE SHALL BE IN ACCORDANCE WITH ASTM A36 AND SHALL BE HOT-DIP GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH SECTION 962 OF THE FDOT SPECIFICATIONS. ¾" x 8" x " STEEL SPACER PLATE ƃ" THICK RESILIENT OR NEOPRENE PAD (8" x ") 2 - ¾" DIAMETER x '-3" HEADLESS ANCHOR BOLTS (SEE NOTE 5) Ǝ" DIAMETER HOLE THE MATERIAL AND LABOR REQUIRED FOR PLACEMENT OF THE STEEL SPACER PLATE SHALL BE INCLUDED IN THE COST OF THE ALUMINUM PEDESTRIAN RAILING. "STRAND CUTTING AND PROTECTING DETAIL" SHOWN IN INDEX 2000 SHALL BE UTILIZED. PRESTRESSED BEAMS SHALL BE STORED, TRANSPORTED AND HANDLED IN AN UPRIGHT POSITION. UNLESS OTHERWISE APPROVED BY THE ENGINEER, THE BEAMS SHALL BE SUPPORTED DURING STORAGE AND TRANSPORT NO CLOSER THAN DETAIL B STEEL SPACER PLATE DETAIL 6 INCHES TO THE END NOR FURTHER THAN 8 INCHES FROM THE END AND THE BEAMS SHALL BE PICKED UP FROM POINTS LOCATED BETWEEN 2 FEET AND 3 FEET FROM THE ENDS. DESCRIPTION DATEREV. BY DRAWN CHECKED DMH DMH CS OFFICE OF ENGINEERING AND TECHNICAL SUPPORT 4 S. FT. HARRISON AVE., CLEARWATER, FL PROJECT: DESCRIPTION: APPROVED BY: DATE: H.W. LOCHNER, INC. 7/9/ W. CYPRESS ST, U.S. COAST GUARD PROJECT NO. SUITE 800 SUPERSTRUCTURE DETAILS 00743A TAMPA, FLORIDA SIDEWALK Douglas M. Hershey, P.E. DATE SHEET: CERT. OF AUTH. #894 FLA. LIC. NO B-5