KSCC 18-1575 Replace Tower 110 - Geotech Rpt.pdf

UNIVERSAL ENGINEERING SCIENCES

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Proposed Replacement Weather Tower

R+B Project No. WO-0163 Titan III Road

Cape Canaveral Space Force Station, Florida Universal Project No. 0330.2300031.0000

April 25, 2023

PREPARED FOR:

Rhodes & Brito Architects

14655 S.C. Phillips Parkway FAC 1708, Hangar R, Southside

CCAFS, Florida 32926

PREPARED BY:

Universal Engineering Sciences, LLC.

820 Brevard Avenue

Rockledge, Florida 32955

(321) 638-0808

Consultants in: Geotechnical Engineering • Environmental Sciences • Construction Materials Testing • Threshold Inspection Offices in: Orlando • Daytona Beach • Fort Myers • Gainesville • Jacksonville • Ocala • Palm Coast • Rockledge • Sarasota •

Miami • Panama City • Pensacola • Fort Pierce • Tampa • West Palm Beach • Atlanta, GA • Tifton, GA

820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com

LOCATIONS:

▪ Atlanta

▪ Daytona Beach

▪ Fort Myers

▪ Fort Pierce

▪ Gainesville

▪ Jacksonville

▪ Miami

▪ Ocala

▪ Orlando (Headquarters)

▪ Palm Coast

▪ Panama City

▪ Pensacola

▪ Rockledge

▪ Sarasota

▪ Tampa

▪ West Palm Beach

▪ Atlanta, GA

▪ Tifton, GA

Rhodes & Brito Architects April 25, 2023 14655 S.C. Phillips Parkway FAC 1708, Hangar R, Southside CCAFS, Florida 32926

Attention: Mr. Steven V. Houghtaling, P.E.

Reference: Subsurface Exploration Proposed Replacement Weather Tower

R+B Project No. WO-0163 Titan III Road

Cape Canaveral Space Force Station, Florida Universal Project No. 0330.2300031.0000

Dear Mr. Houghtaling:

Universal Engineering Sciences, LLC (Universal) has completed a subsurface exploration at the above referenced site at the Cape Canaveral Space Force Station, Florida. This exploration was authorized by Mr. Charles Johnson of Rhodes & Brito Architects and was conducted as outlined in Universal’s Proposal No. 0330.0123.00013. This exploration was performed in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made.

The following report presents the results of our subsurface exploration with a geotechnical engineering interpretation of those results with respect to the project characteristics as provided to us. We have included our estimates of the typical wet season high groundwater level at the boring locations, and general recommendations for foundation design parameters for the proposed tower structure.

We appreciate the opportunity to have worked with you on this project and look forward to a continued association. Please do not hesitate to contact us if you should have any questions, or if we may further assist you as your plans proceed.

Sincerely yours, UNIVERSAL ENGINEERING SCIENCES, LLC.

Certificate of Authorization No. 549

Brad Faucett, M.S. P.E.

Regional Engineer Florida Professional Engineer No. 33123

1 – Client (by e-mail)

UESDOCS# 2015479

i

TABLE OF CONTENTS

1.0 INTRODUCTION

2.0 PROJECT DESCRIPTION

3.0 PURPOSE

4.0 SITE DESCRIPTION

4.1 SOIL SURVEY

5.0 SCOPE OF SERVICES

6.0 LIMITATIONS

7.0 FIELD METHODOLOGIES

7.1 STANDARD PENETRATION TEST BORINGS

7.2 DYNAMIC CONE PENETROMETER TESTING

8.0 LABORATORY METHODOLOGIES

9.0 SOIL STRATIGRAPHY

10.0 GROUNDWATER CONDITIONS

10.1 EXISTING GROUNDWATER CONDITIONS

10.2 TYPICAL WET SEASON HIGH GROUNDWATER LEVEL

11.0 LABORATORY RESULTS

12.0 PROPOSED TOWER

12.1 RECOMMENDATIONS - AUGER CAST PILING

13.0 DEWATERING

14.0 EXCAVATIONS

15.0 CLOSURE

LIST OF TABLES

TABLE I: GENERALIZED SOIL PROFILE

TABLE II: ESTIMATED PILE CAPACITIES

FIGURES

BORING LOCATION PLAN ............................................................................................................... FIGURE NO. 1 ii

APPENDICES

KEY TO BORING LOGS ..................................................................................................................... APPENDIX A BORING LOGS ............................................................................................................................ APPENDIX A

EXHIBITS

GBA DOCUMENT….. ........................................................................................................................... EXHIBIT 1

Proposed Replacement Weather Tower Universal Project No.0330.2300031.0000 Titan III Road, Cape Canaveral Space Force Station, Florida Subsurface Exploration www.UniversalEngineering.com

1.0 INTRODUCTION

Universal Engineering Sciences, LLC (Universal) has completed a subsurface exploration for the replacement weather tower on Titan III Road at the Cape Canaveral Space Force Station, Florida. This exploration was authorized by Mr. Charles Johnson of Rhodes & Brito Architects and was conducted as outlined in Universal’s Proposal No. 0330.0123.00013. This exploration was performed in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made.

2.0 PROJECT DESCRIPTION

Universal understands from review of the information provided by the client that this project will consist of constructing a steel weather tower structure at the Cape Canaveral Space Force Station, Florida. It is our understanding that the proposed tower structure will have a total height of approximately 270 feet. This will be a “stand-alone” structure with no guy wire bracing and is tentatively intended on being supported on either a central mat foundation or a central pile cap supported on auger cast piles.

Please note that the anticipated foundation loadings, including overturning moments due to high wind conditions, have not been provided to us.

If any of the above information is incorrect or changes prior to construction, please contact Universal immediately so that we may revise the recommendations contained in this report, as necessary. In order to verify that our recommendations are properly interpreted and implemented, Universal should be allowed to review the final design and specifications prior to the start of construction.

3.0 PURPOSE

The purposes of this exploration were:

• to explore and evaluate the subsurface conditions at the site with special attention to potential problems that may hinder the proposed development,

• to provide our estimates of the typical wet season high groundwater level at the boring locations and

• to provide estimates of the soil support parameters that will be pertinent to the mat foundation or auger cast pile foundation design.

4.0 SITE DESCRIPTION

The subject site is located within Section 14, Township 22 South, Range 37 East in Brevard County, Florida. More specifically, the site is located on the west side of Titan III Road, approximately 1.2 miles north of the former Solid Motor Assembly & Readiness Facility (SMARF), at the Cape Canaveral Space Force Station, Florida, as shown on the attached Figure No. 1. At the time of drilling, the site was located at the western end of an asphaltic surfaced access drive for an existing tower structure located directly west of the project site. The site was relatively level except for areas where the main tower and the surrounding guy-wire www.UniversalEngineering.com anchor points had been built up with fill from the surrounding low-wet landform. Launch Complex 41 is located roughly 1 mile to the north of the project site.

4.1 SOIL SURVEY

A majority of the soils (pre-developmental) within the general site area are mapped as tidal marsh (Tm) according to the Brevard County Soil Survey (BCSS), dated 1974. Tidal marsh (Tm) is described as nearly level areas which are periodically covered by brackish water during high tide conditions.

4.2 TOPOGRAPHY

According to information obtained from the United States Geological Survey (USGS) False Cape, Florida 7.5-minute topographic quadrangle map, dated 2021, the average ground surface elevation (pre-developmental) within the site area ranges from approximately +5 to +10 feet North American Vertical Datum (NAVD).

5.0 SCOPE OF SERVICES

The services conducted by Universal during our subsurface exploration program are as follows:

• Drill two (2) Standard Penetration Test (SPT) borings within the general area of the proposed tower to depths of 50 and 100 feet below existing land surface (bls).

• Perform Dynamic Cone Penetrometer (DCP) testing within the upper portions of the SPT boreholes, to help further determine soil consistencies.

• Secure samples of representative soils encountered in the soil borings for review, laboratory analysis and classification by a Geotechnical Engineer.

• Measure the existing site groundwater level and provide an estimate of the typical wet season high groundwater level.

• Conduct soil gradation tests on selected soil samples obtained in the field to help determine their engineering properties.

• Assess the existing soil conditions with respect to the proposed construction.

• Prepare a report which documents the results of our subsurface exploration and analysis with geotechnical engineering recommendations.

6.0 LIMITATIONS

This report has been prepared in order to aid the client/engineer in the design of the proposed replacement weather tower at the Cape Canaveral Space Force Station, Florida. The scope is limited to the specific project and location described herein. Our description of the project's design parameters represents our understanding of the significant aspects relevant to soil and foundation characteristics. In the event that any changes in the design or location of the structures as outlined in this report are planned, we should be informed so the changes can be reviewed and the conclusions of this report modified, if required, and approved in writing by Universal.

The recommendations submitted in this report are based upon the data obtained from the soil boring performed at the location indicated on the Boring Location Plan and from other information as referenced. This report does not reflect any variations which may occur within unexplored areas of the site. The nature and extent of such variations may not become evident until the course of construction. If variations become evident, it will then be necessary for a re-evaluation of the recommendations of this report after performing on-site observations during the construction period and noting the characteristics of the variations. Deleterious soils were not encountered at either of our boring locations; however, we cannot completely preclude their presence across the project area. Therefore, this report should not be used for estimating such items as cut and fill quantities.

Our field exploration did not find unsuitable or unexpected materials at the time of occurrence.

However, borings for a typical geotechnical report are widely spaced and generally not sufficient for reliably detecting the presence of isolated, anomalous surface or subsurface conditions, or reliably estimating unsuitable or suitable material quantities. Accordingly, Universal does not recommend relying on our boring information to negate presence of anomalous materials or for estimation of material quantities unless our contracted services specifically include sufficient exploration for such purpose(s) and within the report we so state that the level of exploration provided should be sufficient to detect such anomalous conditions or estimate such quantities.

Therefore, Universal will not be responsible for any extrapolation or use of our data by others beyond the purpose(s) for which it is applicable or intended.

All users of this report are cautioned that there was no requirement for Universal to attempt to locate any man-made buried objects or identify any other potentially hazardous conditions that may exist at the site during the course of this exploration. Therefore. no attempt was made by Universal to locate or identify such concerns. Universal cannot be responsible for any buried man-made objects or environmental hazards which may be subsequently encountered during construction that are not discussed within the text of this report. We can provide this service if requested.

For a further description of the scope and limitations of this report please review the document attached within Exhibit 1 "Important Information About Your Geotechnical Engineering Report" prepared by GBA/The Geoprofessional Business Association.

7.0 FIELD METHODOLOGIES

7.1 STANDARD PENETRATION TEST BORINGS

The two (2) SPT borings, designated B1 and B2 on the attached Figure No. 1, were performed in general accordance with the procedures of ASTM D 1586 (Standard Method for Penetration Test and Split-Barrel Sampling of Soils). The SPT drilling technique involves driving a standard split-barrel sampler into the soil by a 140 pound hammer, free falling 30 inches. The number of blows required to drive the sampler 1 foot, after an initial seating of 6 inches, is designated the penetration resistance, or N-value, an index to soil strength and consistency.

The soil samples recovered from the split-barrel sampler were visually inspected and classified in general accordance with the guidelines of ASTM D 2487 (Standard Classification of Soils for Engineering Purposes [Unified Soil Classification System]).

The SPT soil borings were performed with a CME 45 ATV mounted drilling rig. Universal located the test borings in the field by using a hand held GPS receiver. No survey control was provided on-site, and our boring locations should be considered only as accurate as implied by the methods of measurement used. The approximate boring locations are shown on the attached Figure No. 1.

7.2 DYNAMIC CONE PENETROMETER TESTING

Dynamic Cone Penetrometer (DCP) tests were made within the upper portions of the SPT boreholes, to help further determine soils consistencies. The DCP tests were performed at 1 foot intervals in general accordance with the procedures developed by Professor G. F. Sowers and Charles S. Hedges (ASCE, 1966). The basic procedure for the DCP test is as follows: A standard 1.5 inch diameter conical point is driven into the soil by a 15-pound steel hammer falling 20 inches. Following the seating of the point to a depth of 2 inches, the number of blows required to drive the sampler an additional 1.75 inches is designated the penetration resistance, providing an index to soil strength and density.

8.0 LABORATORY METHODOLOGIES

We completed a #200 sieve particle size analysis on four (4) representative soil samples. These samples were tested according to the procedures listed ASTM D 1140 (Standard Test Method for Amount of Material in Soils Finer than the No. 200 Sieve). In part, ASTM D 1140 requires a thorough mixing the sample with water and flushing it through a No. 200 sieve until all of the particles smaller than the sieve size leave the sample. The percentage of the material finer than the No. 200 sieve helps determines the textural nature of the soil sample and aids in evaluating its engineering characteristics. The percentage of materials passing the #200 sieve is shown on the attached boring log.

9.0 SOIL STRATIGRAPHY

The results of our field exploration and laboratory analysis, together with pertinent information obtained from the SPT borings, such as soil profiles, penetration resistance and stabilized groundwater levels are shown on the boring logs included in Appendix A. The Key to Boring Logs, Soil Classification Chart is also included in Appendix A. The soil profiles were prepared from field logs after the recovered soil samples were examined by a Geotechnical Engineer.

The stratification lines shown on the boring logs represent the approximate boundaries between soil types, and may not depict exact subsurface soil conditions. The actual soil boundaries may be more transitional than depicted. A generalized profile of the soils encountered at our boring location is presented in the following Table I. For more detailed soil profiles, please refer to the attached boring logs.

TABLE I

GENERALIZED SOIL PROFILE

Depth Encountered

(feet, bls)

Approximate Thickness (feet)

Soil Description

Surface 6 to 8 Fill soils consisting of fine sands with varying quantities of silt, gravel, broken shell, and clay lumps [SP, SP-SM], loose to medium dense.

6 to 8 1 to 6 Fine sands with broken shell [SP]; medium dense.

9 to 12 5 to 8 Clayey fine sands [SC], very loose.

17 15 Fine sands with broken shell [SP], loose to medium dense.

32 18+ to 68+ Highly interlayered zone consisting of fine sands with clay [SP- SC], fine sands [SP], sandy clay [CH], and clayey fine sands [SC]; loose to medium dense.

NOTE: [ ] denotes Unified Soil Classification system designation.

+ indicates strata encountered at boring termination, total thickness undetermined.

10.0 GROUNDWATER CONDITIONS

10.1 EXISTING GROUNDWATER CONDITIONS

We measured the stabilized water level in the boreholes on March 23 & 27, 2023 after the groundwater was allowed to stabilize. The encountered groundwater levels are shown on the attached boring logs. The groundwater level depths ranged from 7.7 feet bls at boring location B2 to 8.2 feet bls at boring location B2. Fluctuations in groundwater levels should be anticipated throughout the year, primarily due to seasonal variations in rainfall, surface runoff, and other factors that may vary from the time the boring was conducted.

10.2 TYPICAL WET SEASON HIGH GROUNDWATER LEVEL

The typical wet season groundwater level is defined as the highest groundwater level sustained for a period of 2 to 4 weeks during the "wet" season of the year, for existing site conditions, in a year with average normal rainfall amounts. Based on historical data, the rainy season in Brevard County, Florida is between June and October of the year. In order to estimate the wet season water level at the boring locations, many factors are examined, including the following:

a. Measured groundwater level

b. Drainage characteristics of existing soil types

c. Season of the year (wet/dry season)

d. Current & historical rainfall data (recent and year-to-date)

e. Natural relief points (such as lakes, rivers, swamp areas, etc.)

f. Man-made drainage systems (ditches, canals, etc.)

g. Distances to relief points and man-made drainage systems

h. On-site types of vegetation www.UniversalEngineering.com

i. Area topography (ground surface elevations)

Groundwater level readings were taken on March 23 & March 27, 2023. According to data from the National Weather Service, the total rainfall in the month of February 2023 for Central Brevard County was 1.6 inches, approximately 0.4 inches below the normal the month of February. Rainfall for calendar year 2022 was 52.1 inches, about 1.4 inches above the normal levels. Total precipitation in 2023 as of March 27, 2023 was 3.2 inches, which is roughly 3½ inches below the normal levels for this time period.

Based on this information and the factors listed above, we estimate that the typical wet season high groundwater levels at the boring locations will be approximately 2½ feet above the existing measured levels. Please note, however, that peak stage elevations immediately following various intense storm events, may be somewhat higher than the estimated typical wet season high levels.

Please note that due to the variable silt content within the near surface soils at this site, we suspect that there may be occasional isolated pockets of “perched” groundwater throughout the project area, particularly during periods of prolonged wet weather. These temporary perched water table levels may be higher than the estimated wet season high groundwater levels indicated above.

11.0 LABORATORY RESULTS

The soil samples submitted for analysis were classified as fine sands [SP], clayey fine sands [SC], sandy clay [CH], and fine sands with clay [SP-SC]. The percentage of soil sizes passing the #200 sieve size are shown on the boring log at the approximate depth sampled.

12.0 PROPOSED TOWER

It is our understanding that the proposed tower will be a “stand alone” steel frame structure with a total height of approximately 270 feet. The central tower (the subject of this report) is currently envisioned to be supported on either a central mat foundation or a central pile cap supported on auger cast piles. Due to the very loose clayey fine sand stratum [SC] (which probably represents old river bottom sediments) below a depth of 8 feet bls, we believe that a shallow mat foundation would not be viable, unless extensive/expensive procedures were taken to stabilize the loose clayey soils and thereby, minimize the differential settlements within this zone. Therefore, we have focused the analysis & recommendations within this report to reflect only an auger cast pile foundation type.

12.1 RECOMMENDATIONS - AUGER CAST PILING

Auger cast-in-place piles are constructed by drilling into the soil with a crane operated hollow core auger which is pulled up in short lifts while cement grout is pumped under pressure through the auger.

Based upon our previous work with similar structures, we assume that allowable compressive & tensile capacities of at least 50 and 20 tons, respectively, would be required to support the proposed tower structure.

www.UniversalEngineering.com

In order to develop the necessary capacity (primarily through skin friction) to support the proposed structure, we recommend pile tip embedment of at least 70 feet below existing grades. Assuming installation techniques as recommended below, we estimate 14 & 16 inch diameter auger cast pile capacities as listed in the following Table II.

TABLE II

ESTIMATED PILE CAPACITIES

Pile Tip Elevation (Minimum Pile Length)

Pile Diameter (inches)

Estimated Allowable

Compressional Capacity (tons)

Estimated Allowable Tensional

Capacity (tons)

-60 feet NAVD (Approximate Pile Tip Depth, 70 Feet bls)

14 60 22

16 78 28

-65 feet NAVD (Approximate Pile Tip Depth, 75 Feet bls)

14 69 24

16 90 30

-70 feet NAVD (Approximate Pile Tip Depth, 80 Feet bls)

14 73 26

16 95 33

Auger cast piles have lower capacities in groups. Spacing them at least 3 piles diameters apart, center to center, can significantly minimize the group effect. A reduction for group effect will depend upon the number of piles in a group and their respective positions. For preliminary design purposes, a 100 percent efficiency of the single pile allowable load has been assumed;

however, if pile spacings less than 3 pile diameters are used, then a lower efficiency factor will become necessary.

The lateral capacity of a piling system is highly dependent upon the compressive loadings and the configuration of the piles within the cap/grade beam system. Once the final configuration of the foundation system has been chosen, a lateral analysis using ALLPILE7 software package can be performed. However, at this point we believe that the pile lateral loadings of at least 4 tons per pile for 14 inch diameter piles can be maintained with minimal lateral deflection (i.e.

less than 1 inch).

Specific requirements for auger cast piles are detailed in the Florida Building Code under §1810. These requirements cover group strength, installation methods, and reinforcement cover.

The structural engineer should determine the size and length of reinforcing steel needed in the auger cast piles. Often, a single No. 7 or No. 8 bar full length through the center of the pile is used. Placing a full length bar throughout the depth of the pile is very valuable to the on-site inspector in determination of the integrity of the pile and detection of any "necking" which may occur. If necking or any other problems with the pile are detected, the pile can usually be re-augered while the grout is still wet and replaced with an acceptable pile.

www.UniversalEngineering.com

The crane used during pile installation should be powerful enough to pull the full length auger out of the ground without any auger rotation. Also, great care should be exercised to assure that embedded reinforcing steel has the proper concrete cover in the piles.

When using a pile foundation, we recommend that at least two (2) non-production piles be tested, one in accordance with the procedures of ASTM D 1143 (for compressive capacity) and the other according to ASTM D-3689 procedures (for tensile capacity) to confirm the design pile depth and capacity. The geotechnical engineer and structural engineer should review the results of the load test prior to final order of specific piles or lengths. The review is to assess whether installation techniques must be modified, pile lengths changed, etc.

Auger cast piles are highly dependent on quality of workmanship. For this reason, we strongly recommend all pile installations be monitored by a Universal’s representative. This is necessary in order to determine if piles are being installed properly by the contractor, provide an accurate record of the installation, and provide an opportunity to correct anomalous or unforeseen conditions during the pile placement work. The grout used to form the piles should be sampled and tested for strength on a regular basis.

The piling contractor should be made aware that occasional hard drilling conditions may occur within occasional dense sand & shell strata which may be encountered at this site.

In order to facilitate placement of reinforcing steel, we recommend a clearance of at least 3½ inches between the perimeter of the pile and the nearest reinforcing bars. Reinforcement “cages” should not extend below a depth of 15 feet from top of pile level, if at all possible.

13.0 DEWATERING

Based on the water level conditions encountered, and depending upon the construction methods used, control of the groundwater may be required at this project. The actual method(s) of dewatering should be determined by the contractor.

Dewatering should be accomplished with the knowledge that the permeability of soils decreases with increasing silt [M] and/or clay [C] content. Therefore, a silty fine sand [SM] is less permeable than a fine sand [SP]. The fine sand, fine sand with silt and silty fine sand [SP, SP- SM and SM] soil types can usually be dewatered by well pointing.

It should be noted that the typical wet season groundwater levels previously listed may be temporarily exceeded during any given year in the future. Should impediments to surface water drainage exist on the site, or should rainfall intensity and duration, or total rainfall quantities exceed the normally anticipated rainfall quantities, groundwater levels may exceed our seasonal high estimates. We recommend positive drainage be established and maintained on the site during construction. We further recommend permanent measures be constructed to maintain positive drainage from the site throughout the life of the project. We recommend that the contract documents provide for determining the depth to the groundwater table just prior to construction, and for any required remedial dewatering.

14.0 EXCAVATIONS

Excavations should be sloped as necessary to prevent slope failure and to allow backfilling. As a minimum, temporary excavations below 4-foot depth should be sloped in accordance with www.UniversalEngineering.com

OSHA regulations (29 CFR Par 1926) dated October 31, 1989. Where lateral confinement will not permit slopes to be laid back, the excavation should be shored in accordance with OSHA requirements. During excavation, excavated material should not be stockpiled at the top of the slope within a horizontal distance equal to the excavation depth. Provisions for maintaining workman safety within excavations is the sole responsibility of the contractor.

15.0 CLOSURE

The soil and groundwater conditions encountered during our subsurface exploration of the property and the results of the laboratory analysis identified no geotechnical issues that will significantly impact development of the proposed project, as we currently understand it, using conventional construction practices. Standard methods of pile installations, surficial stripping, excavation, proof rolling, compaction, and backfilling should adequately prepare the site.

The geotechnical engineering design does not end with the advertisement of the construction documents. The design is an on-going process throughout construction. Because of our familiarity with the site conditions and the intent of the engineering design, we are most qualified to address site problems or construction changes, which may arise during construction, in a timely and cost-effective manner.

We recommend the owner retain the Universal Rockledge office to provide inspection services during the site preparation procedures for confirmation of the adequacy of the earthwork operations. Field tests and observations include observation of piling installations and performing quality assurance tests of the placement of compacted structural fill courses.

BORING LOCATION PLAN

REPLACEMENT WEATHER TOWER

TITAN III ROAD

CAPE CANAVERAL SPACE FORCE STATION, FLORIDA

B1

B2