CLEARWATER DOWNTOWN BOAT SLIPS STUDY - JULY 2006
ISO 9001:2000 Reglsterc'
FL LC Reg. No. COOO 12
It] WADETRIM
..
June 27,2006
Mr. AI Carrier, PE
Public Works Administration
City of Clearwater
100 S. Myrtle Avenue
Clearwater, FL 33758
Re: Draft Clearwater Downtown Boat Slips Study
Dear Mr. Carrier:
Enclosed are twenty (20) final Clearwater Downtown Boat Slips Study reports. We look forward
to the opportunity to discuss the report with City Council in the weeks ahead. Thank you for the
opportunity to assist the City of Clearwater in advancing this much needed project. Should City
staff have any questions concerning the report, please do not hesitate to call.
Sincerely,
.
DBG:fs
CLW2051.03M
P:IClw2051103mlAdmin-supportICorresIReport Transmittal Ltr.doc
Enclosures
.
Wade Trim, Inc.
8? 45 Henderson Road
Suite 220, Renaissance 5
Tampa, FL 33634
813.882.8366
888.499.9624
813.884.5990 fax
www.wadetrim.com
HIPS ON A FOUNDATION OF EXCELLENCE
.
Clearwater Downtown
Boat Slips Study
Prepared For:
The City of Clearwater, Florida
.
July 2006
Prepared By:
III WADETRIM
.
Delta Seven · Olsen Associates. Fowler, White, Boggs, Baker.
Williams Earth Sciences. George F. Young
.
Table of Contents
III WADETroM
Clearwater Downtown Boat Slips
July 2006
Clearwater Downtown Boat Slips
1 .0 Project Descri ption . ......... .... ............ ........... .... ..... ................ ........ .......... .... 1
2.0
3.0
4.0
.
5.0.
6.0.
7.0
8.0
9.0
Figure 1: Project Location ............................................................................ 1
Methodology.................. ... ..... ... .... ............. ............. ... ... .... .......... ...... .... ..... 3
Submerged lands Ownership and Site Conditions ...................................... 4
Figure 2: Submerged Lands Ownership ....................................................... 4
Site Studies and Investigations .................................................................... 6
Table 1: Ichthyofaunal and Elasmofaunal Species Present: ......................... 7
Figure 3: Surface Water Quality Sample Sites .............................................. 7
Table 2: Water Quality Sampling, April 26, 2006 ....................................... 8
Figure 4: Bathymetric Survey..................................................................... 10
Figure 5: Hydrographic and Topographic Survey 1 .....................................11
Figure 6: Hydrographic and Topographic Survey 2 .................................... 12
Figure 7: Hydrographic and Topographic Survey 3 .................................... 13
Figure 8: Hydrographic and Topographic Survey 4 .................................... 14
Figure 9: Hydrographic and Topographic Survey 5 .................................... 15
Figure 10: Potential Debris Locations ........................................................... 16
Figure 11: Accessibility to the Gulf of Mexico.............................................. 17
Figure 12: Wind Speed and Direction 1 ....................................................... 19
Figure 13: Wind Speed and Direction 2....................................................... 20
Table 3: Storm Probabi I ity ......................... ........................ ........................ 22
Table 4: Estimated Storm Surge Elevations ................................................ 22
Figure 14: Wind Fetch Directions ................................................................ 23
Figure 15: Wave Train Entering Clearwater Harbor ...................................... 24
Figure 16: Historical Winds ......................................................................... 25
Figu re 1 7: Uti I ities .......... ........... .......................... .......................... ............... 29
Figure 18: Existing Restroom Facilities ......................................................... 32
Special Design Considerations ... ... ..... ........ .................... ............ ........ ....... 33
Table 5: Proposed Slip Mix ....................................................................... 33
Figure 19: Final Boat Slip Layout ................................................................. 34
Figure 20: Photographs of Typical Wave Attenuators ............................... 35-36
Selection of Mooring System, Dock Type and Materials of Construction.. 39
Figure 21: Examples of Floating Concrete Docks ....................................41-43
Preliminary Boat Slip Design Plans ........................................................... 46
Environmental Permits and Other Agency Approvals ............................... 48
Esti mated Construction Costs. .... ........... ..... ... ..... ..... ........ ... .... ... ...... ......... 49
10. Estimated Project Schedule ...................................................................... 51
Table 6: Cost Esti mates ....... ...................................................................... 50
Table 7: Estimated Project Schedule ......................................................... 51
APPENDICES
APPENDIX 1: Environmental Studies
APPENDIX 2: Wind and Wave Study, Olsen Associates
APPENDIX 3: Sample Dock Construction Plans
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c1w20S1.01 m\docs\planning\c1w downtown boat slips 2006
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Clearwater Downtown
Boat Slips
It] WADETRIM
Clearwater Downtown Boat Slips
July 2006
1.0 Project Description
In March of 2003 the City of Clearwater commissioned Wade Trim to undertake a
study to determine the preliminary feasibility of locating new boat slips in an area
generally located north and south of the new Memorial Causeway Bridge between
Drew Street and the existing Pierce 100 condominium along the eastern edge of the
Intracoastal Waterway channel. See Figure 1. Completed in September of 2003, the
study noted that the approximately 138 to 140 boat slips could be constructed to
primarily meet the needs of private recreational boaters in the downtown and
surrounding area. This number was based on an existing waiting list of boat owners
within the City and a perceived demand being created by the loss of slips to a
burgeoning waterfront condominium redevelopment market. The project would
include a range of slip sizes and types (e.g. permanent, short term, day and event
slips and ferry/water taxi) along with a pedestrian promenade and boardwalk,
expansion of the existing Drew Street dock, controlled access gates and other
amenities. The boat slips would be coordinated with a new pedestrian promenade
that will be replacing a portion of the old Memorial Causeway Bridge located in the
middle of the proposed boat slips.
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Figure 1: Project Location
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c1w20S 1.01 m\docs\planning\c1w downtown boat slips 2006
Page 1
It] WADETRIM
Clearwater Downtown Boat Slips
July 2006
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This preliminary study concluded that the City owned all of the submerged lands
within the footprint of the proposed project with the exception of a submerged parcel
located near the northern boundary of the site. In order to develop the two or three
most northerly boat slips in the basin, the City would have to obtain a submerged
lands lease from the Trustees of the Internal Improvement Trust Fund of the State of
Florida.
.
Bathymetric and preliminary exploratory ecological surveys of the seagrass and hard
substrate within the footprint of the proposed project helped define the appropriate
boundary of the boat slip project. The study determined that no dredging would be
required and impacts to seagrass beds were anticipated to be minimal. The study
further concluded that any new boat slips could not be attached to the new Memorial
Causeway Bridge and would need to be sensitive to FOOT bridge inspection and
maintenance needs. The study further addressed the need to expand the existing
Drew Street Dock to enhance fishing opportunities and provide wave attenuation
along the northern perimeter of the site. It was also determined that based on the
number of slips proposed as a stand alone project, the boat slips would not be subject
to the DRI review process outlined in Chapter 380.06, Florida Statutes.
A floating concrete docking system was recommended over a fixed wood structure
due to lower life cycle costs, ease of operation and maintenance and aesthetic
characteristics complementing proposed downtown redevelopment activities. Utilities
would be built into the floating concrete docks and piers and wave attenuators would
be provided for protection from storm events. The details and costs associated with
the floating dock system attenuators were anticipated to be addressed during the
next preliminary design and permitting phase ofthe project. A market study was not
included as part of the 2003 Feasibility Study scope of work and it was determined
that the next phase of the project should include a reliable market assessment. City
Council also directed staff to undertake a cost/revenue analysis of the proposed boat
slip project to ensure the proposed marina could be supported by the revenues
generated by the project.
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Page 2
(I] WADETroM
Clearwater Downtown Boat Slips
July 2006
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2.0 Methodology
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In late February 2006 the Consultant initiated several preliminary tasks associated
with the project including a meeting with FOOT to identify any issues peculiar to the
proposed boat slips; contracting with a recognized legal firm, Fowler, White, Boggs
and Banker (of Tallahassee), to readdress the submerged lands ownership and ORI
related issues; assist City staff in identifying the firm that would conduct the Market
Analysis and Financial Feasibility Analysis; and prepare a side scan sonar of the
submerged lands to identify any potential navigational hazards that may exist within
the boundary of the proposed boat slip basin. On March 16, 2006, City Council
approved the scope of work for the tasks completed in this report. The primary tasks
included in this phase to be completed before the end of July, 2006 included: additional
meetings with City staff and FOOT; confirmation of the submerged lands ownership
and an opinion whether the proposed boat slips would be required to undergo a ORI
review pursuant to Chapter 380.06 Florida Statutes; hydrographic and topographic
surveys of the site; a wind and wave study; geotechnical studies by the same company
that completed the studies for the new Memorial Causeway Bridge; bottomland studies
and surveys associated with the preparation of a FOEP permit including a meeting
with the agency; finalizing the boat slip layout based on a recommended slip mix
developed by the Consultant retained by the City under separate contract; preparing
estimated construction and operating costs based on preliminary construction plans
sufficient for permitting purposes (detailed construction plans will be prepared in the
next phase of the project); and preparing three color renderings of the boat slips from
different vantage points to assist the Council and public in perceiving the layout and
ambiance of the proposed boat slips.
In summary, the methodology employed was envisioned to be the minimum necessary
in order to provide City Council with information to decide whether to proceed with
the project and prepare for a referendum required by City Charter for this project.
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Page 3
Ii] WADETroM
Clearwater Downtown Boat Slips
July 2006
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3.0 Submerged Lands Ownership and Site Conditions
3.1 Submerged Lands Ownership
Another review of past and present deeds and title documents was conducted
by Fowler, White, Boggs and Banker to determine whether the existing bottom
lands upon which the proposed boat slips will be built are owned by the City.
The research indicated that the City entered into an agreement with the Florida
Department of Transportation in order to have a new bridge constructed from
the mainland to the Memorial Causeway. Discussions between outside Counsel
and the City Attorney confirm the City's position that this agreement did not
convey ownership of any submerged lands to the Florida Department of
Transportation. Based upon this review, the opinion of outside legal counsel
and the City Attorney's office is that, with the exception of the area depicted
in Figure 2 below, title to all bottomlands within the footprint of the proposed
boat slips are held by the City. A submerged lands lease will be required with
the Trustees of the Internal Improvement Trust Fund of the State of Florida for
use of this single submerged parcel. Such leases are relatively routine for
projects such as this. The updated review of submerged lands ownership is
consistent with the findings of the September 15, 2003 feasibility study
prepared by the Consultant.
.
Figure 2: Submerged Lands Ownership
State
Sovereign
lands
COACHMAN PARK
r\'\>1 City Controlled lands CJ State Sovereign lands
.
Source: Clearwater Bayfront Marina Feasibility Study, September, 2003
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III WADETroM
Clearwater Downtown Boat Slips
July 2006
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3.2
Development of Regional Impact (DR!) Review Compliance
.
Because the proposed boat slip project and the City's existing marina at
Clearwater Beach are both located on lands owned by the City of Clearwater,
legal counsel was requested to provide an opinion whether the boat slips
alone or whether the boat slips combined with the City's existing marina at
the beach would trigger development of regional impact (DR!) review process.
For the purposes of this opinion, the proposed boat slips would fall into the
DRI category of a marina. This issue was addressed from two perspectives.
First, the 2006 Legislature passed HB 683 which was delivered to the Governor
on June 6,2006. The Governor has fourteen (14) days to sign it, veto it, or let
it become law without his signature. The status of this legislation will be
confirmed in late June 2006. If the legislation becomes law, the threshold for
marinas being a DRI will be eliminated. In other words, marinas alone will
not trigger the DRI review process. Thus, if HB 683 becomes law, it will be
clear that the City's proposed boat slip plans will not constitute a DR!.
However, if the Governor vetoes HB 683, a different review should be
conducted. Again, the analysis of the DRI compliance as discussed below
would be true only if the Governor vetoes HB 683. The proposed boat slips
will provide approximately 129 slips. The existing DRI threshold for marinas
is more than 150 slips. Therefore, the number of new slips proposed at the
east end of the Memorial Causeway Bridge would not trigger DRI review.
However, there is a question as to whether the Chapter 380, Florida Statutes,
aggregation requirements are applicable in that: (1) the City owns all of the
land (most if not all being submerged) between the existing marina at the
beach and the to be constructed downtown boat slips; (2) the City will be the
owner of both facilities; (3) the expansion of the existing marina will add
approximately 64 slips (based on the earlier Beach Marina Feasibility Study
completed in November 2005); and (4) the proposed boat slips are located
within the existing community redevelopment area (CRA) designated by the
City. Based upon the legal review of outside counsel and the City, it is the
opinion that these two projects do not meet the criteria for aggregation.
Therefore, the DRI threshold will not be exceeded. Reaching this decision
was based on the following analysis. First with respect to the CRA designation,
that designation extends only to the area of the proposed boat slip project and
does not continue along the causeway to include the area in which the existing
marina is located. Therefore, the CRA would not constitute a master plan of
development for the two locations and should not factor into the aggregation
analysis. Second, the City only satisfies one ofthe five criteria with respectto
aggregation. Pursuant to section 380.065(14), Florida Statutes, at least two of
the criteria must be met in order to aggregate two parcels. In general terms
the criteria are: (1) the same ownership or control; (2) a closeness in time
between completion of one and beginning of another project; (3) a master
plan of development including both projects; (4) the voluntary sharing of
infrastructure; and (5) a common advertising or promotional plan. Only if the
City meets additional criteria will aggregation be triggered. It is apparent that
only one of the criteria above would apply.
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clw2051.01 m\docs\planning\clw downtown boat slips 2006
Page 5
III WADETroM
Clearwater Downtown Boat Slips
July 2006
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4.0 Site Studies and Investigations
4.1 Environmental Studies and Mapping
Underwater field studies were conducted to determine the presence and
locations of the seagrass and notable benthic communities within the project
area.
.
Wildlife Survey:
An underwater ecological assessment was conducted via SCUBA and snorkel
by Delta Seven, I nc. ecologists on May 31, 2006.
There is a band of barnacles, Balanus sp. and oysters, Crassostrea virginica,
growing on the seawall face. C. virginica is also found on anthropogenic debris
found along the seawall and underneath the Drew Street fishing pier. The
oyster clusters have colonized but have aged to the point of being
indistinguishable from a naturally developed population.
Seagrass is found in a band along the northern shore (from the fishing pier to
the new bridge) and patchy along the southern shore (from the new bridge to
the seawall north of the Pierce 100 Condominium). The northern shore is
primari Iy composed of shoal grass, Halodu/e wrightii, with a smaller population
of manatee grass, Syringodium filiforme and star grass Halophila engelmannii
found underneath the fishing pier. The southern shore is patchy and is entirely
Halodule wrightii. The boundaries of the seagrass beds were surveyed on
May 31, 2006 by George F. Young (GFY) under the guidance of Delta Seven,
Inc. ecologists. The results are contained in GFY's special purpose survey
(Figure 4).
Manatee records kept by the FFWCC Florida Wildlife Research Institute were
obtained and reviewed. Records can be dated back to 1974. In the last 32
years, there have been 2 confirmed water craft related manatee deaths within
1 mile of the project site. Throughout all of Pinellas County, which includes
Tampa Bay, there have been 28 water craft related deaths (Appendix 1). While
manatees frequent the area, it is not expected that the addition of 129 slips
will increase the threat. There are no known fresh or warm water sources in
the area.
.
The benthic community is made up of epilithic species found on the debris
material under the fishing pier on the piling cap of the new bridge and on
debris scattered between them. Two types of corals were located; blushing
star coral, Stephanocoenia michelini and the hidden cup coral, Phyllangia
americana. Tunicates, condominium tunicate, Eudistoma sp., the flat tunicate,
Botrylloides sp. and the sea squirt, Styela plicata, were found on debris and
on the piling cap. The sea whip, Leptogorgia virgulata was also commonly
found growing on the debris under the fishing pier and on the piling cap.
Ichthyofaunal and elasmofaunal data were collected during observational
sWims.
c1w2051.01 m\docs\planning\c1w downtown boat slips 2006
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Ii] WADEThIM
Clearwater Downtown Boat Slips
July 2006
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Table 1: Ichthyofaunal and Elasmofaunal Species Present:
Common Name Scientific name
Juvenile Grunt Haemulon sp.
Juvenile grey snapper Lutjanus grise us
Juvenile red snapper Lutjanus campechanus
Juvenile mojarra Eucinostomus sp.
Juvenile red grouper Epinephelus morio
Juv. & Adult sheepshead Archosargus
probatocephalus
Spadefish Chaetodipterus taber
Common Snook Centropomus undecimalis
Southern stingray Dasyatis americana
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Water Quality
Water quality data were collected on April 26,2006. Surface water samples
were collected at four stations, surface and bottom for the deeper sites and
surface for the shallower sites (Figure 3) and analyzed for fecal coliforms,
metals, salinity, dissolved oxygen, turbidity, Nitrate, Nitrite, Nitrogen and
Orthophosphate. Salinity, turbidity and dissolved oxygen were analyzed by
Delta Seven, Inc. field ecologists (Table 2). Other data were analyzed by
Environmental Conservation Laboratories (Appendix 1).
Figure 3: Surface Water Quality Sample Sites
.
SC^LE 1 : 2.084
......,~ -
o
200
I
.,,,
c1w20S1.01m\docs\planning\c1w downtown boat slips 2006
Page 7
III WADETroM
Clearwater Downtown Boat Slips
July 2006
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The site meets the state standards for levels of fecal coliform and metals with
the exception of copper. Copper values exceeded state standards at one
location. Values were analyzed using a Chelation/Extraction method which
may return higher levels than what is immediately available to organisms but
would require acidification or ingestion. Data obtained from the Environmental
Protection Commission of Hillsborough County (EPCHC) indicated that high
values are not uncommon and copper appears to be elevated throughout the
system.
Table 2: Water Quality Sampling, April 26, 2006
Sample Time T Sal DO Turbidity
10 (OC) ppt (mg/L) (NTU)
18 11 :30 28 35 1.3 2
28 9:45 27.8 34 2.4 4
38 10:15 27.6 34 1.0 6
30 10:15 27.6 34 - -
48 11 :00 27.6 33 1.3 4
40 11 :00 27.6 33 - -
.
4.2
Bathymetric Survey
A bathymetric survey was conducted by George F. Young (Figure 4). The limits
of the survey were the waters north of Pierce Street and south of Drew Street,
Clearwater from toe of the seawall to the approximate centerline of the
Intercoastal Waterway. Transects were run in an east-west direction with 50
foot spacing north to south at approximately 34 cross section locations.
Horizontal control was based on sub meter Differential GPS, North American
Datum of 1983 (NAD83) and vertical control based on the National Geodetic
Vertical Datum of 1929 (NGVD29).
The deliverable was a plan view drawing showing sounding data and contours
on 1 foot intervals.
The maximum depth within the study area is approximately 16.9 feet at the
edge of the Intracoastal Waterway and the minimum depth is approximately-
0.1 feet at the seawall. The depth beneath the proposed boat slips ranges from
5 feet to approximately 16 feet.
The western most floating dock of the boat slips is sited approximately 80 feet
from the easternmost edge of the Intracoastal Waterway.
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c1w2051.01m\docs\planning\c1w downtown boat slips 2006
Page 8
It] WADETroM
Clearwater Downtown Boat Slips
July 2006
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4.3
Special Purpose Survey for Boat Slips and Channel
Hydrographic and topographic surveys of the Clearwater bayfront were
generated by George F. Young, Inc. to show the areas north of the new bridge
structure, at the bridge and near the Pierce 100 condominium. The surveys
show the footprint of the old and new bridge structures, existing utilities,
docks, seagrass boundaries, right-of-way easements and the Intracoastal
Waterway centerline. The special purpose surveys are shown in Figures 5
through 9.
.
.
c1w2051.01m\docs\planning\c1w downtown boat slips 2006
Page 9
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It] WADETroM
Clearwater Downtown Boat Slips
July 2006
.
4.4
Side Scan Sonar
A side scan sonar was completed in order to identify any submerged features
that may cause navigational or construction concerns. Features from the side
scan sonar conducted by George F. Young, Inc. were selected and inspected
by Delta Seven divers on May 31, 2006. Figure 10 shows potential debris
locations. George F. Young, Inc.'s special purpose survey (Figures 5 through
9) includes the location of a feature of concern. It was probably remnant
pieces of the old bridge located at a depth of 10-11 feet and extending within
6 feet of the surface. The bridge contractor has removed the debris from the
water.
Figure 10: Potential Debris Locations
.
4.5
Geotechnical Studies
.
Williams Earth Sciences was retained to conduct geotechnical exploration
within the boundary of the boat slip project. This is the same company that
conducted tests for the recently completed Memorial Causeway Bridge. These
tests are necessary fodinal design of the piling and dealing with the anticipated
lateral forces upon the perimeter attenuator docks. Borings were taken at
multiple locations throughout the proposed facility to determine the
composition, characteristics and variability of the site and subsurface
conditions. Hard limestone was generally encountered between -20 and -35
feet on the earlier bridge borings. For the purposes of this study, particularly
cost estimating, it is anticipated that concrete piles will be utilized penetrating
into the limestone approximately ten (10) feet. The geotechnical tests will be
used during the final design of the boat slips.
c1w2051.01m\docs\planning\c1w downtown boat slips 2006
Page 1 6
III WADETroM
Clearwater Downtown Boat Slips
July 2006
.
4.6
Wind and Wave Study
.
Erik Olsen, PE, Olsen Associates, Inc. of Jacksonville, Florida was retained to
perform an analysis of wind and wave hazards which could reasonably be
expected to impact the marina infrastructure at some point in the design cycle.
Mr. Olsen is recognized as an expert in preparing wind and wave analyses
supporting projects such as this. Because of the importance for the reader
understanding how wind and waves can impact the design of the proposed
boat slips, considerable discussion is presented in this section. A copy of the
complete Olsen Associates report is provided in Appendix 2.
The study results suggest that the site conditions throughout the proposed
boat slip project are sensitive to waves generated by winds originating from
the north and southwest. A typical gale force wind (40 mph) is capable of
producing an approximate 2.7 foot high wave at the boat slip site. Hurricane
force winds (74 mph) are capable of generating over 4-foot high waves at the
boat slip site. Additionally, the Pierce 100 condominium seawall located
immediately to the south of the project site may serve as a secondary, major
source of reflected wave energy into the proposed boat slip basin.
The proposed boat slips will be most readily accessible from the Gulfof Mexico
through the federal navigation channel at Clearwater Pass. The seaward
entrance of the 0.75 mile-long inlet is located approximately 1.7 statute miles
to the west of site. A vicinity map of the proposed project site is provided
below (Figure 11).
figure 11: Accessibility to the Gulf of Mexico
Georgia
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c1w2051.01m\docs\planning\c1w downtown boat slips 2006
Page 17
III WADETroM
Clearwater Downtown Boat Slips
July 2006
.
Tidal data were taken from local tidal stations maintained by the national
Oceanic and Atmospheric Administration's National Ocean Service (NOS).
The Clearwater Beach Gauge was established in 1973 and remains currently
active in the Gulf of Mexico. Tides at the site are considered mixed semidiurnal
meaning there are chiefly two high tides and two low tides per tidal day (24.8
hours) but the occurrence of each can vary over time. Predicted 2006 tides at
Clearwater Beach suggest there are a large number of lower-low tide events
occurring at an elevation that is substantially lower than the published mean
lower low water reference. This observation is important for design of the
marina basin depths and for floating dock ramps.
Data presented in the Olsen Associates report suggest that the majority of
wind events originate between 0 and 135 degrees azimuth (north to southeast).
The Clearwater Beach, Egmont Key, Tarpon Springs and Port Richey wind
data suggests that in 2004 and 2005 there was a rather significant percentage
of wind events which were directed from the north. This is an important finding
as a north wind corresponds to a particularly sensitive (long) fetch for the
proposed boat slips and can give rise to the prediction of considerable seas at
the site. The wind speed (mph) and direction (deg north) near the study area
are presented in Figures 12 and 13.
.
.
c1w2051.01m\docs\planning\c1w downtown boat slips 2006
Page 18
; Clearwater
Clearwater Downtown
Boat Sli
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It] WADETRIM
It] WADETroM
Clearwater Downtown Boat Slips
July 2006
.
.
Tropical Storm Data
The study identified 24 and 56 storm events in the 155 year record which
passed within 25 and 50 nautical miles (nm) of Clearwater, Florida, respectively.
Maximum sustained wind speeds associated with each passing storm, within
25 and 50-nm, were extracted from the NOAA database. Because most tropical
storms exhibit a "radius-to-maximum winds" distance of about 20 to 30 nm, it
is reasonable to assume that meteorological conditions within a 25-nm radius
are capable of impacting the project site at the intensity reported by NOAA.
Expanding the search radius to 50-nm allows consideration of many more
storms; thus, the frequency occurrence of a given event is numerically increased.
However, storms with small radius-to-maximum-winds, occurring along the
periphery of the 50-nm search window, will not impact the project site with
the storms's maximum reported winds. On the other hand, a storm passing
between 25 and 50 nm from the site with a large radius-to-maximum-wind
would fully impact the boat slip site. In sum, the historical record of storms
passing within 25 nm of the site represents the minimum (least-conservative)
estimated occurrence of tropical winds atthe site; whilethe storm record within
50 nm represents a high-end (more conservative) estimated occurrence of
tropical winds at the site. A detailed list of storms passing within 25 and 50 nm
of the site are provided on pages 9 and 10 of the Olsen Associates report
(Appendix 2). A 74-mph Category 1 hurricane wind represents a 25-year event
(when viewed only in the context of storms passing within 25 nm) or could
represent a 1 O-year event (when viewed in the context of storms passing within
50 nm). Available short-term hindcast data were used to derive appropriate
return periods for the two high-frequency storms - 28 and 40 mph wind events.
Inspection of the 19-year Wind Information Studies (WIS) indicates that winds
exceeding 28 mph occurred in about 1,635 hourly measurements comprising
at least 26 separate storm events. This would suggest that a strong wind on the
Beaufort scale (28 mph) is at least an annual occurrence. Over the same period,
the data indicate that there were 5 storm events which were stronger than a
Beaufort gale force wind (40 mph), suggesting that the gale condition is about
a 4 year occurrence, on average.
The study examined waves generated by 5 design wind conditions. The
probability that a given storm will occur over a 50-year period of interest is
provide in Table 3 on page 22.
.
c1w2051.01m\docs\planning\c1w downtown boat slips 2006
Page 21
Clearwater Downtown Boat Slips
July 2006
III WADETroM
.
Table 3: Storm Probability
Storm Winds Return Period (years) Chance of Occurrence
(mph) over 50-years (percent)
Strano Breeze 28 1 100
Gale 40 4 100
Storms Passing Within Storms Passing Within
50 nmi 25 nmi 50 nmi 25 nmi
CAT 1 74 10 25 99 87
CAT 2 96 25 50 87 64
CAT 3 111 50 100 64 39
.
For example, over a 50 year period, the likelihood that a category 1 hurricane
(74 mph winds) will impact the project site is predicted to be between 87 and
99 percent. The data suggests that a gale force wind (40 mph) has a 99.6
percent chance of occurrence (or better) over a 50-year period.
The storm conditions evaluated represent two high-frequency and three low-
frequency storm events:
A Strong breeze (28 mph, 1 a-minute averaged)
A Gale (40 mph, 1 a-minute averaged), and
Category 1 (74 mph, l-minute averaged) hurricane
Category 2 (96 mph, l-minute averaged) hurricane
Category 3 (111 mph, l-minute averaged) hurricane
Storm Surge
Table 4 provides available estimates of the 10, 25, 50, 100 and 500 year
storm surge elevations. The FEMA (2005) estimates of storm surge are the
most recent predictions and represent conditions near the site, within
Clearwater Harbor. Consequently FEMA estimates of storm surge were used
as input to the wave hindcast computations. For the 100 year storm surge,
FEMA reports estimates which include additional wave setup in order to
acknowledge wave reformation across the harbor in the event that the barrier
island is overtopped as well as estimates without additional wave setup.
Table 4: Estimated Storm Surge Elevations
.
Storm Surqe Elevation (ft, NAVD)
FEMA Ho and
Return Period (years) (2005) Dean et al. (1995) Tracey
(1975)
10 4.7 3.4 4.8
25 6.0 5.5 7.0
50 8.0 9.0 10.8
100 10.5 10.6 13.6
500 12.5 13.8 17.9
clw2051.01m\docs\planning\c1w downtown boat slips 2006
Page 22
III WADETroM
Clearwater Downtown Boat Slips
July 2006
.
Wind Fetch
Fetch is defined as the distance over which a presumed, relatively constant
wind can blow over water from a given direction. Five potentially limiting
fetch directions were overlain on a nautical chart with the distance of each
fetch noted. The wave height generated by a constant wind blowing for a
sufficient duration is proportional to fetch distance and potentially limited by
local water depths. The bathymetry and land masses which bound Clearwater
Harbor suggest that the greatest fetch distances are oriented towards the north
and south-southwest. These fetches are 5.B and 3.B statute miles in length,
respectively. The five fetch directions evaluated in the study are shown in
Figure 14 below.
Figure 14: Wind Fetch Directions
.
The following five fetch directions were considered in the wind analysis:
· Fetch A N-5.B miles
· Fetch B NNW-2.B miles
· Fetch C WNW-1.5 miles
· Fetch D SW-2.4 miles
· Fetch E SSW-3.B miles
Average depths across each fetch were estimated by inspection from the
nautical chart shown in Figure 14 (above). There are multiple emergent shoals,
natural and man-made, within Clearwater Harbor indicated on the nautical
chart. The referenced fetch angles, while narrow, do not intersect these shoal
featu res.
.
Other Wave Sources
In addition to wind generated waves, the study considered the possibility that
waves passing through Clearwater Pass could impact the proposed boat slips
(See Figure 15).
clw20S1.01m\docs\planning\c1w downtown boat slips 2006
Page 23
III WADETroM
Clearwater Downtown Boat Slips
July 2006
.
Figure 15: Wave Train Entering Clearwater Harbor
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.
The project site is almost one mile from a fixed bridge at the east boundary of
Clearwater Pass. Based on the theory describing the diffraction of waves
through an inlet, the boat slip site is too far from the opening to be at risk for
typical ocean swells. Further, the bathymetry becomes sufficiently complex
inside the harbor that any wave would be expected to potentially lose energy
through breaking.
The Pierce 100 condominium to the south is surrounded by a vertical concrete
seawall, which could potentially reflect waves into the marina basin. Ordinary
boat wake reflected off the seawall into the boat slip facility could prove to be
an operational nuisance for boats berthed within the southern portion of the
project. Construction of a rip-rap or rock revetment structure along the western
face of the protruding seawall is highly recommended for the purposes of
absorbing wave energy impacting the seawall and reducing any reflected
wave height. Moreover, a spur (or a seaward extension of the revetment) or
some other type of wave baffle structure at this general location should be
considered. The sizeable entry point to the interior basin from wave energy
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.
originating from the southerly quadrant should be addressed in the final design
along with the probability of wave reflection from the Pierce 100 condominium
seawall. Since the City controls the submerged bottom lands seaward of the
condominium parcel, a solution atthis location should be permittable. In this
regard, armoring of the seawall would be mutually beneficial to both the City
and the condominium association in that it would afford substantial protection
to the private property during extreme storm events.
Similarly, during extreme storm events it will be highly desirable to absorb
incident wave energy along the entirety of the City owned seawall which
extends across the landward side of the proposed boat slip site. Without this
there will be some level of storm where problematic seawall reflected wave
energy and associated standing waves will occur within the project site. Such
conditions can serve to accelerate the destruction of floating (and fixed)
dockage within the basin. Revetting the seawall is therefore a highly
recommended action. As with the Pierce 100 condominium seawall, a properly
designed rock revetment can serve to reduce future damage to the seawall
and adjacent infrastructure.
Probability of Wave and Wind Direction
The estimated probability of occurrence for a given wind speed is presented
without respect to direction. It is recognized that the probability of winds
occurring from a particular direction is, in reality, less than the likelihood of
occurrence from any direction. Historically, winds associated with tropical
cyclones of various magnitudes have impacted (and will continue to impact)
the study area from multiple directions. See Figure 16 below.
Figure 16: Historical Winds
1,700,000
900,000
1,600,000
1,500,000
c;) 1.400,000
co
o
:;Ii 1.300.000
~
g> 1,200,000
:c
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Z 1,100,000
1,000.000
800,000
.
700,000
8
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Easting (ft, NAD83)
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.
The boat slip basin is most vulnerable to waves originating from north and
south-west winds, or Fetches A and E above. Scenarios involving tropical
storm passage which could theoretically produce these wind patterns include,
but are not limited to: (1) a cyclonic storm traveling shore-parallel (south
winds) and (2) a cyclonic storm moving over land, east of the site (north
winds).
Resu Its
The data suggest that the proposed site is effectively fetch-limited, meaning
wave growth is limited by the fetch distance not the duration of the wind. As
previously noted, the largest waves capable of impacting the site can originate
from a north or south-southwest wind, however significant seas may also be
generated during a southwest wind of similar intensity. Wave heights indicated
by the analysis are not large enough to theoretically break given the average
depths along each fetch; however, sudden changes in bathymetry could affect
local wave growth patterns.
The Olsen Associates study presents hindcast wave estimates for each fetch
direction with and without the addition of storm surge and includes the
minimum wind duration required to raise the predicted hindcast wave (see
Appendix 2, pages 26-28). Due to the deeper still wave levels south of the
boat slip site, the largest predicted waves under a no surge condition are from
the south-southwest fetch. It is highly unlikely; however, that a storm of
hurricane strength would impact the area and not produce at lease some
level of storm surge. Predicted wave conditions generated by south-southwest
winds of varying intensity are as follows:
· Strong Breeze (28 mph): Sig. wave height = 1.6 ft., Period = 2.5 seconds
(The north fetch is capable of producing similar results for this wind
condition.)
· Gale (40 mph): Sig. wave height = 2.3 feet; Period 2.9 seconds
· Cat 1 hurricane (74 mph): Sig. wave height = 3.3 feet, Period = 3.4 seconds
· Cat 2 hurricane (96 mph): Sig. wave height = 4.1 feet, Period = 3.7 seconds
· Cat 3 hurricane (111 mph): Sig. wave height = 4.5 feet, Period = 4.0
seconds
The following are recurrence intervals which correspond to the referenced
tables in the Olsen Associates report and are based on wind speeds associated
with storms passing within 25 nm of the site between 1851 and 2005, as
reported by NOAA Coastal Services Center:
.
. 1-year; Strong breeze (28 mph)
. 4-years: Gale (40 mph)
. 25-years: Category 1 hurricane (74 mph)
. 50-years Category 2 (96 mph)
. 1 OO-years: Category 3 (111 mph)
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Wind and Wave Summary
Tables 6 and 7 of the Olsen Associates wind and wave study (see Appendix 2)
present predicted wave heights and periods associated with given wind events
ranging in intensity from a breeze (28 mph) to Category 3 hurricane (111
mph). The estimate of frequency of occurrence for each wind event is based
upon the 154-year historical record of storms passing within 25-nm and 50-
nm of the project site. The historical record of wind speeds passing within 25-
nm of the site represents the maximum estimated return period of tropical
winds; while the storm record within 50-nm represents a more conservative
estimated occurrence of tropical winds at the site.
The highest waves are predicted to originate from winds blowing along fetch
lengths oriented toward the north and south-southwest. In general, storm winds
occurring along these fetch lengths require a minimum duration of less than
30 minutes to raise the predicted waves. Maximum wave heights vary from
1.6 to about 6.9 feet, depending on the intensity of the given wind event.
Corresponding wave periods vary between 2.6 and 4.7 seconds.
In addition to the possibility of waves directly affecting the project site, the
vertical concrete seawall at the Pierce 100 condominium could potentially
reflect wave energy into the boat slip basin. The potential for wave reflection
into the boat basin exists for not only storm waves but ordinary boat wake as
well. Armoring of the seawall with a rip-rap or rock revetment structure would
reduce the likelihood of wave reflection and be mutually beneficial to both
the City and condominium association.
Similarly, the vertical concrete wall which spans the landward site of the boat
slip basin could potentially reflect wave energy transmitted into the basin
during major storm events. This reflection could hasten the destruction of
floating and fixed dockage within the boat basin. Construction of a revetment
structure along the seawall is highly recommended. Such a structure would
not only absorb wave energy, but also serve to protect the seawall and upland
infrastructure during storm events.
4.7 Utilities
Utilities planned to be available at each boat slip include potable water,
electricity, cable TV, Internet and telephone. A single sanitary sewer pump
out faci I ity is proposed to service the vessels moored at the faci I ity. Fi re
protection will be provided throughout the facility. A review of the existing
utilities in the immediate area of the proposed boat slips indicates that there
is adequate capacity available to meet the demand of the project.
4.7.1 Existing Upland and Submerged Utilities
.
Figure 17 graphically depicts the location of utilities (both upland and
subaqueous lines) in proximity to the project site. Caution has been taken to
identify the location of all subaqueous utilities including potable water,
reclaimed water, sanitary sewer, gas, telephone, cable TV and electricity in
the northern portion of the boat slip basin. The location of these utilities is
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Clearwater Downtown Boat Slips
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especially important when conducting geotechnical tests and driving piles
during construction.
Wastewater
City of Clearwater is the wastewater service provider for the boat slip site.
Utility maps obtained from the City indicate existing gravity sewer mains
approximately 330 feet from the South dock gangway entrance. Two large
diameter force mains run parallel to the seawall approximately 150 feet away,
however it is not advisable to tap into these force mains.
It is proposed that the sewage from the North dock be disposed of at a
centralized sewer pump out facility located in the northerly portion of the
project as opposed to pump outs at each slip. This will result in a cost savings
to the project and adequately serve sewer disposal needs. The City also has a
pump out boat that could be utilized, if needed.
Potable Water
City of Clearwater is the potable water service provider for the boat slip site.
Utility maps obtained from the City indicate existing service very near to the
proposed boat slip site. A 12" water main runs along the seawall and is available
at the gangway entrances for both the North and South docks. The water
main is approximately 50 feet from the seawall at the North dock and 70 feet
from the seawall at the South dock.
.
It is proposed that a 4" tap be made in the 12" water main at both the North
and South dock gangway entrances to provide potable water service to the
marina. A gate valve and backflow preventer will be installed for isolation
and cross-connection control. A pressure reducing valve is also recommended
to reduce the incoming City water pressure to between 30 to 40 psi (pounds
per square inch). Most boat plumbing systems are designed to operate at a
lower pressure range than the higher pressure that the City water main will
provide.
.
c1w20S1.01 m\docs\planning\c1w downtown boat slips 2006
Page 28
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III WADETroM
Clearwater Downtown Boat Slips
July 2006
.
.
Fire Protection
The City of Clearwater is also the fire protection provider for the boat slip
site. The fire protection service line to the marina will tap off the existing 12"
City water main at the same location that the potable water is tapped. A
separate 6" tap will be provided for the fire protection system, including a
gate valve and backflow preventer for isolation and cross-connection control
of the potable water system. The Fire Standpipe System will meet NFPA 303
Chapter 6 requirements. The use of foam to supress Class A (common
combustible materials) and Class B (flammable liquids and gases, fuels, paint,
propane, etc.) will be available for the project. Portable fire extinguishers
will also be located throughout the project. An additional hydrant will be
located at the facility.
Electricity
Progress Energy is the electricity provider for the Clearwater area. Progress
Energy has a usable system circuit of sufficient capacity within 100 ft of the
proposed project. The utility transformer is located within 100 ft of the main
electric distribution panel board. The proposed utility electric is secondary
metered. The system will be sized for 2000 amperes. Proposed equipment
to be used is NEMA 4X (weatherproof, corrosion-resistant) rated stainless
steel. The project cost estimate includes the upland electric improvements
needed to accommodate the project.
Cable Television / Internet
Bright House Networks is the cable television provider for the Clearwater
area. Cable television continues to be a desired amenity for boaters. The
installation of cable television at docks may require local panels for signal
boosting and interference rejection. Installation should be performed by the
cable company serving the area.
Telephone
Verizon is the telephone provider for the Clearwater area and wi II be consu Ited
prior to construction if telephone service is desired. Telephone service is a
desired amenity for boaters, however, cellular phones have diminished the
need for wired service in recent years. Notwithstanding, the project assumes
wired telephone service (also for fax) is desired. Outlets will require space in
the utility power pedestals serving one to two boats, telephone company
distribution panels on the docks and a main distribution panel on shore.
4.7.2 Boat Slip Utility Demand and Availability
Potable Water Demand
.
Potable water usage was calculated using guidelines provided in Marinas
and Small Craft Harbors (Tobiasson, 2000). This reference suggests a peak
day demand of 25 gallons per slip per day for recreational boats and 65
gallons per slip per day for commercial charter boat operations.
129 recreational slips x 25 gallons per slip per day = 3,225 gallons per day
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Clearwater Downtown Boat Slips
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.
Wastewater Demand
Sewage generation was also calculated using guidelines provided in Marinas
and Small Craft Harbors (Tobiasson, 2000). This reference suggests a peak
day demand of 32 gallons per slip per day for marinas over a 100 slip capacity
providing toilets, lavatories and showers.
129 recreational slips x 32 gallons per slip per day = 4,128 gallons per day
4.8 Other Upland Support Facilities
4.8.1 Parking, Landscaping, Irrigation
.
The provision of parking at boat slip facilities should take into consideration
boat sizes, boat mixes and their seasonal and transient use.
The establishment of parking requirements for this type of recreational facility
should also take into consideration the role that weather conditions play,
especially during weekends. Another parameter to take into account is the
percentage of occupancy of the facility. No full time occupancy (i.e., live
aboard) are envisioned for the boat slip project.
Clearwater's current parking ration is one space per boat slip. Numerous studies
have concluded that auto parking standards on this type of facility exceeding
0.5 cars per boat (1 parking space/ 2 slips) may be excessive in most sites
considering all the associated uses. Waterfront cities in Florida show a
consistent pattern with this rule as their development codes require:
. City of Tampa
. City of Fort Lauderdale
. City of St. Petersburg
. City of Miami Beach
1 space/2 slips;
1 space/2 slips;
1 space/5 slips
1 space/2 slips
Taking this rule into consideration, the Clearwater Downtown Boat Slips facility
will need at least 65 parking spaces.
Handicap accessible parking space should also be provided. Design
Guidelines for a facility that holds between 51 and 75 parking spaces should
have at least 3 handicap accessible parking spaces.
Generally, parking design criteria for this type of facility indicates the need to:
locate parking near boat slips; provide efficient drainage (not less than 2%
slopes); incorporate adequate landscape and lighting.
Adequate parking currently exists at the existing parking lots immediately
adjacent to the proposed project. Upgraded landscaping, irrigation and lighting
are planned for these parking lots as part of the project costs.
.
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4.8.2 Restrooms and Showers
The proposed facility will create demand for restrooms, showers and a dock
master/security office. As noted in Figure 18, there are several existing restroom
facilities in close proximity to the proposed boat slips.
Figure 18: Existing Restroom Facilities
.
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Other common upland support uses such as laundry, harbormaster office,
ships store, fueling, etc. are not anticipated at the downtown boat slip site.
These facilities already exist at the Municipal marina at Clearwater Beach.
The estimated cost to construct new upland restroom and shower facilities to
serve the project is approximately $215,000.
.
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5.0. Special Design Considerations
The final slip layout is dependent upon a number of considerations. Some of those
considerations have already been discussed in this report (e.g. anticipated wind and
wave conditions, bathymetry, environmental constraints, etc.). In addition to these
considerations there are several factors affecting the final slip layout. This section
addresses some of these special considerations. The final recommended slip layout
upon which this report is based is provided in Figure 19 on the following page.
5.1. Proposed Mix of Slips Recommended by ATM
The City retained Applied Technology and Management, Inc. (ATM) to prepare
a Market Assessment of the proposed boat slip project. Based on this study a
specific mix of slips was recommended (Table 5). ATM's recommended slip
mix is reflected in the final layout of the boat slips.
Table 5: Proposed Slip Mix
.
Percentage
Slip Size (ft) Quantity of Total
30 14 110/0
40 32 250/0
45 21 1 60/0
50 48 370/0
55 14 110/0
Total 129 1 000/0
.
c1w2051.01m\docs\planning\c1w downtown boat slips 2006
Page 33
.
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BOA TSLlPS:
LENGTH WiDTH COUNT ,---118'
55' 19' 14
w
50' 18' 48
45' 17' 21
40' 17' 32
30' 12' 14
TOTAL: 129 SLIPS
WAVE ATTENUATORS
/ SEAWALL
NOTE:
FACE OF SEAWALL TO BE REINFORCED
WITH LIMESTONE AND GRANITE
BGULDFRS. SEE DETAIL SHEET.
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Final Slip Layout
CITY OF
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III WADETroM
Clearwater Downtown Boat Slips
July 2006
.
5.2
Navigational Safety and Access
Three points of access into the boat slip basin are being provided. One from
the southwest, one from the north east and one from the west near the proposed
promenade. In order to maximize the protection of the proposed boat slips
from storm events and the wake of other vessels utilizing the Intracoastal
Waterway immediately adjacent to the project, a wave attenuator system will
be bui It into the outside docks generally paralleling the existing channel along
the west side of the project. Examples of wave attenuators are depicted in
Figure 20. These outside floating docks may be wider than the other internal
docks and designed to suppress waves caused by storm events or boat wake.
They will offer protection around the perimeter while remaining relatively
inconspicuous. These wave attenuators are designed specifically for each
setting based on local conditions. The attenuators to reduce the size and
height of a wave and robs the wave of a portion of its power protecting the
floating system and vessels inside the facility. Additionally, setback off the
Intracoastal Channel will be required.
Figure 20: Photographs of Typical Wave Attenuators
.
.
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Figure 20: Photographs of Typical Wave Attenuators (Continued)
i
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.
.
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.
.
The Intracoastal Waterway lies within a 500 foot wide easement granted by
the State of Florida. The dredged and maintained channel can vary from as
little as 50 feet to as much as 200 feet wide in various places along the
waterway. This physical feature is marked at its margins by pilings to which
navigation aids are attached.
Uncertainties are created as a result of the actual dredged channel not
necessarily lying in the center of the easement. As long as the channel lies
within the easement, it can be located nearer to one side or another depending
on the dredging history and navigational convention.
At the project site, the 2003 Feasibility Study was conducted using the existing
waterway as defined by the fenders under the bridge and the navigational
aids. The new bridge, however, is not centered in the same location as was
the old bridge. The navigational aids defining the center of the channel appear
to be a set of lights hung below the crest of the arch of the new bridge.
The combined effect of the above circumstances has led to the current planned
boat slips being closer to the channel than was intended and closer than
guidelines suggest.
The plan submitted with the permit indicates that a variance to the guidelines
is being requested. As an alternative, the navigational aids can be relocated
to the west providing greater clearance. The resolution ofthe above issue will
be addressed through the permitting process.
5.3
FOOT Bridge Inspection and Maintenance Requirements
The Consultant and City Staff met on three occasions with FDOT District
Seven to discuss any unique bridge inspection and routine maintenance
requirements that might affect the layout of the boat slips. Following the most
recent meeting on May 25,2006, FDOT requested the City delete the nine (9)
45 foot slips located under the bridge. Consequently, the number of slips has
been reduced from 138 to 129.
5.4.
Coordination with the Proposed Pedestrian Promenade
.
When the old Memorial Causeway Bridge was demolished, select piles were
left in place for a pedestrian promenade which is envisioned to be
approximately 32 feet wide by 200 feet long. The promenade is being provided
to enhanced public access to the waterfront. The fixed location of the
promenade dictates to a large degree the proposed slip layout north of the
Memorial Causeway Bridge. The preliminary construction plans being
developed for the promenade will provide for direct access from the existing
seawall to the east as well as a ramp on the north side whereby pedestrians
can walk from the promenade along the proposed floating dock system
paralleling the existing seawall to the Drew Street Pier. The promenade will
also provide embarking and debarking for pedestrians who may take a ferry
to Clearwater Beach. Access to the promenade will be provided for boaters
uti I izi ng the event and day docki ng faci I ities designated for the northerly portion
of the project.
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. Utilities (i.e., water, electric) serving the slips located on the north side of the
Memorial Causeway Bridge will be coordinated with the proposed promenade
utilities. Limited lighting and electrical facilities are proposed on the
promenade. Lighting facilities are being coordinated between the two projects.
5.5. Special Event and Large Yacht Docking
One ofthe primary goals ofthe proposed boat slip project is to enable boaters
to tie up to the nearly 650 feet of special event/day docking facilities proposed
along the dock paralleling the seawall and 1,000 feet of large yacht docking
envisioned along the westerly attenuator docks paralleling the Intracoastal
Waterway channel. Special event and day docking will afford boating access
to events at Coachman Park, Harbor View Center, or other downtown activities.
Both of these docking uses influenced the ultimate slip layout. The permitting
process will serve to define the extent to which docking of larger vessels can
occur along the attenuator docks paralleling the Intracoastal Waterway
Channel.
5.6
Security, Surveillance and Lighting
.
The proposed boat slip facility contains a sizeable public investment in property
owned by the City and the tenant boaters. The location of the promenade in
the middle of the boat slip project will bring pedestrians in close proximity to
boaters. Boats and equipment are susceptible to theft. Consequently, the
protection of people and property is a major concern. Finding the balance
between an adequate level of security and the legitimate use of public space
is always a challenge. Limiting access can be problematic because of the
recreational nature of the facility. The promenade and Drew Street fishing
pierwill both impactthe security ofthe boat slip project. Consequently, security
provisions will be made as visible and as instructive as possible without being
too intimidating.
Gated access will be provided to the rented slips either with a swipe card or
keyed. The boat slip area will be open during the day and closed at night
when making security rounds. Surveillance cameras similar to those used at
the other marine facilities will be provided as select locations. The current
system being utilized by the Marine Division record to a DVD and write over
themselves after 30 days. The specific system will be identified during final
design of the project.
Adequate lighting is another important component of the security system as it
deters potential illicit activity. Care will be taken to create a lighting pattern
that does not interfere with boat navigation or distract from activity aboard
vessels that may be moored at the facility. Lighting for the decking will be low
level. The final lighting system will be identified during the final design.
.
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.
6.0. Selection of Mooring System, Dock Type and Materials of
Construction
6.1 Mooring Systems
Mooring systems are an integral part of the proposed boat slips. The structural
integrity of dock system plays a critical role in mooring design. Current trends
in marina design are to provide quality dock systems that allow the use of a
strength mooring system with minimum support. This action reduces mooring
installation cost and provides more attractive slips accommodation.
6.2 Dock Systems
There are two categories of docks: fixed and floating. Selection of a dock
system depends upon variables such as subsoil foundation conditions, water
depth, water level fluctuation, use, appearance and cost. An underlying
assumption throughout the project has been to provide a concrete floating
dock system.
6.2.1 Floating Dock System
.
The floating dock system provides a high strength, low maintenance and cost
effective alternative for the proposed boat slips. This system offers a uniform,
stable platform for boaters to access their vessels. Another advantage of floating
dock systems is that the inherent strength ofthe docks allows for flexibility in
design of the mooring system, either as a piled supported or chain/cable
supported. Piles are proposed for this project.
When properly designed, floating docks also provide additional flexibility to
accommodate wide variations in water levels associated with storm events.
Experts recommend floating docks structures when tidal ranges are greater
than 7 feet.
Floating docks may be temporary or permanent structures. Their permanency
or flexibility is related to the extent of their mooring system and their outfitting
uti I ities.
Floating docks should be specifically designed to accommodate site-specific
envi ronmental conditions. Th is may include the inclusion of wave attenuation
characteristics such as wider or deeper docks, wave fences, or specifically
designed wave attenuators. Today's leading dock manufacturers have the
capability to seamlessly integrate wave attenuating docks that also serve as
berthing space.
6.2.2 Fixed Dock System
.
Fixed docks are usually permanent structures constructed on site. Their
foundations rest on or are embedded in the bottom. A primary consideration
is the type of subsoil on which the structure will be founded.
c1w2051.01m\docs\planning\c1w downtown boat slips 2006
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It] WADETroM
Clearwater Downtown Boat Slips
July 2006
.
As a rigid structure, a fixed dock may provide significant resistance to impose
natural forces (wind, waves, etc.) as well as any vessel berthing loads.
Another important consideration is that when a filled fixed structure is
proposed, permits are often difficult to obtain as their configuration occupies
water sheet area which may contain valuable bottom dwelling benthic species.
According to the feasibility study provided by ATM, a large number of marinas
in the C1earwater[rampa/St. Petersburg area use fixed docks, however today's
boaters often prefer the convenience of floating docks. A wood fixed dock
system will require more piles to support the horizontal forces anticipated on
the perimeter attentuation docks proposed for the boat slip project.
6.3 Materials of Construction
The selection of materials for the development of the boat slips will rely on
several variables, including: site specifications, intended project use, resistance
to degradation, availability, maintainability, life of the structure, appearance
and cost considerations. Major and minor boat slips facilities have been
constructed in wood, concrete, steel, stainless steel, aluminum, fiberglass and
other synthetic materials. Each one of them present advantages and
disadvantages.
6.3.1 Concrete
.
Concrete is a durable composite material made from combining cement, water
and aggregate. Some of the advantages of this material are: stability and
resistance to load application; easily forms various shapes and sizes; long life
of the structure, if properly designed; pleasing aesthetics; and reflects image
of durability, stability and strength. This last characteristic is very important in
considering the marketing of the proposed boat slips. Its mass can effectively
quell a wave's energy. A concrete structure, when well designed and fabricated,
will be almost maintenance free for its useful life.
Marine use of concrete must consider special factors such as surface erosion
from water abrasion, and the effect of sea water on reinforcement and erosion
beneath concrete structures. Concrete systems are generally a little more
expensive, but provide a stable feel and pleasing appearance. Concrete is
used in waterfront construction for piers, bulkheads, floating dock systems,
launching ramps, promenades, mooring piles and mooring anchor blocks, as
well as, sidewalks, parking lots and building structures. Concrete floating
docks are recommended over the other materials discussed in this section
due to their strength, maintenance, lower life cycle costs, ambiance and ability
to meet the project's Category II Hurricane design criteria.
.
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Clearwater Downtown Boat Slips
July 2006
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Figure 21: Examples of Floating Concrete Docks
.
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c1w20S 1.01 rn\docs\plarming\c1w downtown hoat slips 2006
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It1 WADETroM
Clearwater Downtown Boat Slips
July 2006
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Figure 21: Examples of Floating Concrete Docks {Continued}
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III WADETroM
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July 2006
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Figure 21: Examples of Floating Concrete Docks (Continued)
.
.
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III WADETroM
Clearwater Downtown Boat Slips
July 2006
.
6.3.2 Wood
Wood is the primary dock construction material due to its availability,
manageability and no requirement of specialized labor. In addition, in select
situations, wood systems are sometimes less expensive; durable if properly
designed and treated; have a reasonable life expectancy; and can be decked
with a variety of materials. Disadvantages include: restriction of wood sizes
and requirement of connections; potential failures on structural performance
due to the nature of the material; and deterioration and mechanical abrasion
resulting in more frequent maintenance. When compared with concrete piling,
generally more wood piles will be needed to offset horizontal water pressure
particularly upon the attenuator docking system proposed as part of
Clearwater's boat slip project. New salt water marinas being developed
throughout the state are generally not utilizing wood. However, wood is
commonly used for replacement of existing wood systems.
6.3.3 Aluminum
.
Aluminum is a metal renowned for its strength to weight ratio, durability,
ability to be extruded, versatility, appearance and ease of fabrication and
erection. Its strength is achieved by variations in the composition of the alloying
elements; therefore aluminum has a wide range of strength properties. This
material naturally resists corrosion because it forms a thin surface of oxide
film.
Among the disadvantages of this material is structural fatigue and stress
cracking. There are greater limitations on aluminum floating systems to
withstand major storm events than concrete floating structures Marinas built
predominantly of aluminum tend to create more noise than concrete or wood
structures. Aluminum systems may be decked with a variety of materials,
including timber. Aluminum is not recommended for the Clearwater
Downtown Floating Boat Slips project dueto its inabilityto meet design criteria
for a category II Hurricane.
6.3.4 Stainless Steel
Stainless steel is steel alloyed with nickel and chromium. Stainless steel carries
most of the characteristics of regular steel as a material. The main difference
is its hardness and resistance to corrosion. Stainless steel is not recommended
for the Clearwater Downtown Boat Slips project.
6.3.5 Steel
.
Steel is readily available and easy worked and handled. It is available as
plate, sheets and rolled shapes. For structural considerations, steel offers the
greatest flexibility of design and structural competence. I n addition th is material
is a very good electrical and thermal conductor. One disadvantage is its
propensity to corrosion, especially when it is use on marine structures.
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III WADETroM
Clearwater Downtown Boat Slips
July 2006
.
Therefore, corrosion protection is needed as part of regular maintenance
schedule. Steel is not recommended for the Clearwater Downtown Boat Slip
project. However, steel could be an internal component for the concrete
floating dock system.
6.3.6 Fiberglass
Fiberglass is the textured material which is bounded together by a thermosetting
liquid resin. This material can have a good weight and strength ratio; it is
easily molded to fit complex curves and other special shapes and has the
ability to create seamless structures. In addition, fiberglass is not affected by
electrolysis nor by most chemicals or seawater.
One of the major disadvantages of this material is its propensity to stress
cracking and fiberglass delimitation. Fiberglass is not recommended for the
Clearwater Downtown Boat Slips project.
6.3.7 Synthetic Materials
.
Synthetic materials are referred to as plastics. One of the main advantages of
synthetic materials such as fiberglass is the unlimited variety of shapes and
compositions.
Some of the most important construction uses of synthetic materials are dock
fendering systems, cleats, flotation pontoons, tie down straps, pile caps, power
posts, insulation, cable covering, nonskid mats and deck covering and a
important use in geo-textile fabric to prevent soil erosion.
6.4 Recommendation
Looking at the several alternatives of mooring and docking systems, as well
as materials, the Consultants have concluded that the floating concrete dock
system is best suited for Clearwater's Downtown Boat Slip project. This system
provides the desired ambience; supported by concrete piles to accommodate
anticipated horizontal water pressures on the extensive attenuator system,
and ease of maintenance and flexibility.
.
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Clearwater Downtown Boat Slips
July 2006
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7.0 Preliminary Boat Slip Design Plans
7.1 preliminary Designs for Permitting
This current phase of the project calls for the development of preliminary
plans sufficient for environmental permitting. A conscious decision was made
not to produce final construction plans at this juncture given City Council's
request for a market assessment and cost/revenue analysis before making a
decision to proceed with the project and city-wide referendum. In order to
develop construction cost estimates for the City's Finance Director to generate
the cost/revenue analysis, the Consultant worked closely with representatives
of two experienced concrete floati ng dock systems and a local dock contractor.
While the floating dock systems offered by the two companies vary to some
degree, they are both floating dock systems with utilities incorporated into the
floating structures.
7.2 Preliminary Design Assumptions
.
The assumptions upon which the preliminary design and cost estimating of
the proposed concrete floating dock system are based include:
. Concrete floating dock system with mix of slip sizes for vessels from 30 to
55 feet in length.
· Wind Speed of 96 mph (Category II Hurricane)
· Wave height of 4.7 feet maximum
· Wave period 3.5 seconds
· Marina occupied*
· Concrete piles assuming drilling/punching of approximately 10 feet into
rock
. Provision of utilities (i.e., water, fire protection, electricity, cable TV,
telephone) to all 129 slips
· Provision for day/event docking
· Provision for ferry/shuttle pick up and drop off area.
*For general comparative purposes, it is assumed that a Category 1110ccupied"
marina and a Category 1lllunoccupied" marina will be impacted similarly by
the noted storm event.
7.3
Sample Construction Plans
.
The construction plans and details included in this section are for illustrative
and education purposes only. They are not the final construction plans for
c1w20S 1.01 m\docs\planning\c1w downtown boat slips 2006
Page 46
III WADEThIM
Clearwater Downtown Boat Slips
July 2006
.
Clearwater's Downtown Boat Slips project. They are included in order to
provide the reader with better understanding of what floating concrete dock
systems typically include (i.e. wave attenuators, utilities, finger piers, etc.).
They are provided for illustrative purposes only. Should the City decide to
proceed with the project, the next phase would include the preparation of a
design criteria package for selection of a design-build company to construct
the facility. final construction plans and cost estimate would be provided at
that time.
See Appendix 3 for sample construction plans.
.
.
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July 2006
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8.0 Environmental Permits and Other Agency Approvals
8.1 Required Permits and approvals
Permits for the Clearwater Downtown Boat Slips will be required from the
City of Clearwater, Pinellas County, Florida Department of Environmental
Protection (FDEP) and the US Army Corps of Engineers (ACOE). Proprietary
authority will be necessary from the Board of Trustees of the internal
improvement trust fund. A comprehensive listing of required permits and
approvals was provided in the 2003 Feasibility Study.
8.2 FDEP Permit
.
A preapplication meeting was held on April 19, 2006 with the Florida
Department of Environmental Protection. The meeting addressed location of
water quality samples, sovereign submerged land requirements and the
necessity of a hydrographic survey. The ERP application was submitted on
May 25,2006 to the FDEP and ACOE.
As more information becomes available it will become part of the file. It is
anticipated the City wi II receive a written response from the FDEP on or around
July 15, 2006. Answers to their questions and design refinements will be
finalized throughoutthe summer and the anticipated re submittal date will be
December 1, 2006.
8.3
Anticipated Permitting Schedule
If the City Council decides to proceed with the project in December 2006, it
is anticipated that the permitting process will extend into late October of
2007.
.
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Clearwater Downtown Boat Slips
July 2006
.
9.0 Estimated Construction Costs.
.
The preparation of an estimated construction cost for the proposed boat slips was
undertaken by the Consultant with input from two reputable companies that design,
construct and install floating concrete dock systems in Florida and nationally. One of
the companies also designs and constructs an aluminum floating system. The cost
estimates are based on preliminary plans developed for permitting purposes and the
preliminary design assumptions and special considerations presented in previous
sections of th is report. The construction cost estimate includes a central san itary sewer
pump out facility as opposed to sewer at each slip as originally envisioned in the
2003 feasibility study and this report. The pump out facility represents cost savings
that will not materially affect the operation of the boat slip project.
Final construction plans and a more refined cost estimate will be developed during
the next phase should City Council decide to proceed with the project at its July 20,
2006 regularly scheduled Council Meeting. Estimated costs were developed separately
for construction activities proposed over water and upland improvements needed to
support the proposed boat slips. While both companies provided construction cost
estimates within approximately $21 0,000 of each other, a review of the cost estimates
for the floating docks and piling varied as noted on Table 6 on the following page.
This is not unusual in the bidding process. The recommended cost reflects the average
of the two firm's estimated costs for the four categories noted on the table (i.e. dock
system installation, piling and pile driving, plumbing system and electrical system).
The remaining estimated costs were developed by the Consultant working with City
staff.
.
Costs are presented in 2006 dollars with annual increases of 7% based on input
received from the two marina construction companies and City staff. This percentage
has been utilized in projecting cost to future years.
Earlier construction cost estimates (i.e., 2003 feasibility study) were developed without
the benefit of a wind and wave study. During this current phase of the project, a wind
and wave study was completed by Olsen Associates and extensive floating wave
attenuation docks were identified along the western, northern and southern perimeters
of the basin. An additional recommendation was made to provide rip rap along the
existing seawalls to minimize wave reflection within the boat slip basin. While some
existing rip rap exists along the northern face of the Pierce 100 condominium seawall,
the estimated cost includes additional rip rap in this area as a conservative measure
to protect the basin and Pierce 100 condominium investments.
Upland improvements needed to support the proposed boat slips were also included
in the cost estimate (i.e. connection to existing utilities, restrooms/showers and dock
master/security office). Renovation of the two existing parking lots adjacent to the
proposed boat slips that will serve the project are also included in the construction
estimate. This renovation will bring the two parking lots up to code.
The cost estimates presented in this report are generally consistent with the ATM
Study Market and Cost/ Feasibility Study. The single most dominate cost factor affecting
this project is the wave attentuation system proposed along three sides of the boat slip
basin.
The ATM marina market study and cost/revenue analysis prepared by Applied
Technology & Management (ATM) and City staff are available under separate cover.
c1w20S1.01m\docs\planning\c1w downtown boat slips 2006
Page 49
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Estimated Construction Cost
Clearwater Downtown Boat Slips
June 20, 2006
2006 Estimated 2007 Estimated 2008 Estimated
Construction Construction Construction
Contractor #1 Contrdctor #2 I Cost Cost Cost I Cornrmmts
Boat Silo
Includes modular concrete floating system of
Dock System Installation $4,28-4,950 $3,309,930 $3,798,000 $4,063 860 $4,348 330 docks, attenuators, gangwayS, finger piers
Pilino and Pile Drivino $1,266.825 $2,548,350 $1,900,000 $2,033.000 $2.175.310 Includes installation of all oilino
Incudes water, sewer, pump out facility, fire
Plumbino SYStem $504 ,320 $359,000 $431,660 $461,876 $494,206 protection
Incudes pedestal power centers, transformers
Electrical System $800,915 $850,000 $825,458 $883,240 $945,067 distribution oanels, all wirino
Includes security gating and camera
Security System $60.000 $64.200 $68.694 surveillance equipment
Incudes installation of rip rap from NW corner of
Pierce 100 Condominimum to Drew Street Dock
Rio-Rao Existino Seawall $285,000 $304,950 $326,297 1,900 in ft@$150.00ft.\
SUB TOTAL $6,857,010 $7,067,280 $7,300,118 $7,811.126 $6,357.906
UDland ImDrovements
Includes parking lot improvements of
Parkina Lot Imorovements $0 $0 $67,000 $71,690 $76,708 landscaoina, irriaation, demolition
$0 $0
RestraomslShowerslDock $0 $0 $215.000 $230.050 $246.154 Includes includes new restrooms/showers
Master Office $0 $0
Utilities $0 $0 Includes utililll imorovements above seawall
Electrical $0 $0 $402,000 $430,140 $460,250 Note: Reduce bv $116K if stainless not used
Water Sewer Fire $0 $0 $149000 $159430 $170 590 Connection to existina uoland utilities
CablelTelephane $0 $0
SUB TOTAL $0 $0 $833 000 $891 310 $953 702
Other Related Costs
Performance Band $0 $0 $166,600 $178,262 $190,740 Assumes 2% of Construction
Preparation of Design Criteria
Package & Selection of Design - Build
Entity $0 $0 $30,000 $32,100 $34,347
SUB TOTAL $0 SO $196 600 $210,362 $225.067
8,329,718 $8,912,798 $9,536,695
Contlnaencv 15% 1,249.458 $1,336,920 $1,430,504
Estimated Total Construction Cost $6,857,010 $7,067,280 9,579,176 $10,249,718 $10,967,199
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Clearwater Downtown Boat Slips
July 2006
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10.0 Estimated Project Schedule
.
If City Council decides to proceed with the downtown boat slips project at its July 20,
2006 Council Meeting, the next steps would be as follows:
· Prepare a Design Criteria Package and Request for Proposals to be utilized in
selecti ng the design-bu i Id entity for the final design and construction of the project.
A design-build project delivery process is recommended given the atypical and
unique nature of this project and the fact that there are companies that specialize
in the design and construction of marina facilities. First, the City must adopt an
ordinance allowing use of this alternative project delivery process. Upland design
and permitting of support utilities (i.e. water, sewer, electricity, cable TV and
telephone) would be included in the design-build process.
· Continue working through the environmental permitting process based on the
preliminary plans prepared to date by responding to any requests for additional
information on the existing FDEP application and commencing preparation of
other required permit applications. The design-build process will result in final
construction plans that will likely require amendments to the permitting plans
developed to date. Other supporting studies such as a tidal dispersion study,
manatee protection plan, evacuation plan, etc., will likely be required in the
permitting process along well as City approvals. A variance to the setback of the
Intracoastal Waterway will be included in the permitting process.
· Develop final design plans, permits and construction costs (by selected design-
build entity).
Table 7: Estimated Project Schedule
The following is an estimated schedule to complete the permitting and approval
process and design and construction of the project.
TASK
City Council Authorization
to Proceed with Project
ESTIMATED
COMPLETION DATE
July 2006
Citywide Referendum
November 2006
Design Permit Coordination
December2006-2009
Construction
December 2009
.
c1w2051.01m\docs\planning\c1w downtown boat slips 2006
Page 51
.
APPENDICES
III WADETRIM
Clearwater Downtown Boat Slips
July 2006
APPENDIX 1 :
Environmental Studies
APPENDIX 2:
Wind and Wave Study, Olsen Associates
APPENDIX 3:
Sample Dock Construction Plans
.
.
c1w20S 1.01 m\docs\planning\c1w downtown boat slips 2006
.
APPENDIX 1
Environmental Studies
.
.
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Lee 01/11l/2tlo6 MSW0603 F 163 SaIl Cados Bay Sanibel U-"Cd.1OO de~
Lee Oll 1012006 MSW0604 P 33Z C~~ FOrlMvCf'$ H_ Related: WlIlmtraft Collision
Brevard 011 ll/2006 MEC\l603 M 121 IIldialL Rivet PorlSt Iohn Peri1lalal ( -< 1 SO )
Volusia 011 11120116 MNE06O:2 F 257 Tomob.ftive.r Ormol!d Beacb U~ 100 deco_sed
S_lll 0111112006 MSW0605 M 183 Salt Oe.... North Pert N_~ Olbct
Bra1ll'll 011 12!2006 MEC0604 M 125 BanalIa IUvcr Satellite Beach Peri1lalal ( 00< I SO )
Bmward 011 12IlOIl6 MSB0606 F 2SO Port Bv1i~ Fl ~ Hu_Re1aIed:W~CoIlilion
Monroe 0111312006 MSW0606 P 325 TatrlOll Bay E~ U~IOO
Colliu Oll 13120116 MSW0607 M 146 !ndianKtN Pass PeriDalal 00< 150)
Clay Ol! 14120116 MNEtl6Q3 F 228 GDvcnlolt Cnlek <mon NIl1lrllt Cold Slllos$
Collier 011 1412006 MSW0608 F 158 Tamiami Canal Camodown Undotcnninod. lOG decolllOOliCd
Lee Oil ISI2OO6 MSW0609 F 168 ToaMile Canal FOIlMver5 U~ 100 d=lIlOOliCd
Volusia 011 1612006 MNEll664 F 312 Halifax ltivor Dwlll... U~ too decolllllOsod
Martin 011 1612006 MSE0607 M 283 lndiar> River Stuart H_ Rc:Iatcd: W~ Collision
B",vard Oll 1712006 MECIl60S F 168 !ndianRiver POI! SI John Uadetenninod, 100 doOOlDllOsed
Broward Oll 17/2006 MSE0608 M 86 S. Fod!; Middle River PI Laudefdale Perinatal ( =< ISO)
Collier 0112012006 MSW06lO F 190 Caxambas 8av Marco Island HUD\3ll Rc:Iatcd: WaIl:ftf1Itt CoUision
Brevard 01/2U2006 MEC0606 F 157 Indian Ri,.." Mic<;o Natural: Cold Sucn
Palm Beach 01/2112006 MSl!0609 F 165 Atllmlic ex- JuDile:r Beach U~n$cd.1OO docomposod
Dade 0112112006 MSl10610 F 211 TamialDlCWl Mlaml NaIrmll, odlOl:
Lee 01l2lf1tlO6 MSWll611 M 257 Ten Mile CWl l'orl~ U 100
Monroe 01/2112006 MSW0611 F' 328 B~LoslmanIl3av EvcIlWfe$ Nalional ~
B~ 0112312006 MECIl607 M 303 lndiar> River Merrilt Wand
Mamlee 0112412006 MNW0601 P 1(;9 Warner~BavOll 8r.adoldou
Pasco 01/ 2412006 MNW0602 F 159 ADc:loIie Rivet AIlCIote UDdi:fcl~ too
Collier 01/ 2412006 MSWll613 F 301 C~l3av B U~too
.B~ 01/2.512006 MJlC0608 M 218 llldialLRWcr Rod:Iedft NIiIllllIl:ColdSlllos$
BImIld 01/2412llO6 MBC0609 M 205 1Ddiaa River Pell. StJoll1l U~ioed, 100
Bm.-ard 011 2612006 M1!C0610 M 201 a-~ Cocoa Beacll U~ IOOdocomposcd
MoM>o o lI2612l106 MSWOG14 M 251 Bi. Loctu\us BIn, E>cl'1i1lde.~ National Undclcnnincd, 100 decomposed
'... 1 ..I'S
.
COUNTY
8:mud
8__
SalaSOla
Mania
Monroe
Citrus
MlMlC
Lee
Lake
HilJsboro\lldl
Lee
Lee
Mouroe
Collier
8llm-atd
Lee
8llm-atd
P3ImBeach
St. Lucie
51. Lucie
B=ani
Indian R"'''r
BlOward
Sar.asota
Collier
B_ani
8Jl'Nal'd
Duval
Bmwanl
B~
Monroe
B~_
Martin
Collier
Brevani
Lee
Lee
Brevanl
Lee
Lee
B~
Brevanl
Dade
Lee
BJeVlII'd
DAn
Oll 2712006
o It 27lZl106
Oll2712OO6
Olt2812OO6
o 1/21112006
01t2W2006
01t2912006
01/ 31/2006
02/011:!006
02/0 1/.lOO6
02/01lZl106
02lO1lZl106
02lll3l2OO6
02/0312006
0210612OO6
0210612OO6
02I07lZl106
02/0712006
02/071:!006
02/0712006
02/0812006
01.1 llf2006
01.1 1112006
01.1 1112006
0211212006
01.1 1312006
0'1J l4!2006
0'1J14I2OO6
0211412006
0'1.1 1512006
O'1JI5I2006
0'1J 1712006
02l17lZl106
02/171:!006
02l11lf2006
0211812006
021 111I2006
021 1912006
O'1JIW2006
O'1JIW2006
0211012006
0'1.1 2OI2l106
O'U 1012006
02! 2OI2l106
02121/2006
I'IIUlJD
MBCOlill
MSl!04>ll
M$W()61S
MSl!04>12
M$W()616
MNW0603
MSW0617
MSW0618
MEC0612
MNWtI604
MSW0619
MSW0620
MSTIlIQ601
MSWll621
MSl!04>B
MSW0622
MS1!0614
MSl!ll6lS
MSl!04>I6
MSI!0617
MECl613
MECl614
MSI!06111
MSW06n
MSW0624
MEC0615
MEC0616
MNI:0605
MSl!04> 19
MECl617
MSW0625
MECl618
MSB0620
MSWll626
MEC0619
MSW0627
MSW0628
MEC0620
MSW0629
MSW'063o
MEC0621
MEC0622
MSl!04>21
MS\\'ll631
MEC0623
sn: SIZE f_l
M IS(!
P 223
l' 198
M 364
l' 355
M 246
P 179
F 168
M 2llO
P 182
M 315
M 294
F 157
M 195
l' 286
PillS
M 212
l' 226
l' 96
M 295
l' 132
F 287
M 250
P 203
M 161
F 249
l' 199
M 280
F 343
M 184
l' 165
M 167
M 1:14
l' 292
M 160
M 127
M 251
M 276
M 250
M 151
F 281
M 165
M 274
M 211
M 160
.
W^~j\'y
ladW>lUm
P1J1l Hven"""'"
~CleCk
GseatPoclcct
Shari IUvct
K.itu!sBav
Big Loslmans B""
Tell Mile ~
St JoIlIlsIUver
T_BIn'
em""", kiver
Ca~_1Uver
Halfwlll' Cl!lCk
FIlraUlIilIltea...J
LattMabel
Calooabatl:_JU\-'er
..Mabel
l.aIal Worth
MlIdCove
Taol<cr Cove
GtandCllJlal
IudiarllUm
P1J_ Canal
SaIl C=k
Barmltlliver
Iudiarllliver
SV_Cl!lCk
St. lollllflliver
Port~
~Itiv<:r
!lJdian Itiv<:r
BiJr'Mor:l>>Pa$s
BanallaRWcr
CaJoosabatI:licc River
MatJar;ba Pass
IudiarlRiVer
1'eaMlle~
O__1Uvct
B......~
Gnul.c-J
BI__Bav
T.MlIe Ca8aI
lMianItiv<:r
p.... lefS
I..OCA'I'lON
Port St. 101m
Fl.la1IdcIdalt
Nokomis
Stuart
~
Cl\'Slal RIver
Ev"r~ N'alional
1'011 MvcrI
Fon:stJ{ills
Annllo BI:acb
Folt M)'CU
Foil Myea
~
Port oflhc IIIaads
Fl.~
IllDa
PI. Lauderdale
Palm Ilcech
Port 51. Lucie
PI. Pilm;e
Salilllilil Inach
lDdian kiver Silo...
"".m;a;;o Beach
Notlh POIt
Ev"""_ Citv
McIboumo
Merrill hlaDd
Jacboarille
Vania B.:ach
MerrittI4W
Carle Sable
Poll St Iohn
J...... &ach
Man>> ....
Mi:nittl4land
C"D'--COt.JI
Calle-Cornl
Mmitt lIiaDd
FOllMYer5
Fort Mven
MmittlliaDd
SalelIileBach
M.Wni
Fori~
Merritt ls!IIld N\VR
.
PAO&AJlLl(:.\vn
Pem.dlla -< ISO
NahlDl. oJhcf
U~1rlo
H_ldat!=d: Watetttaft COlllslon
U~loodwl-..!
U~loodwllUllO$Cd
UIIllctennilled.1oo dccolUllO$Cd
PolIillllW ( -<: IS(!)
UndctermiDecl, l!lO der:omposc:d
N~OlIlr:r
N8l!Dl. 0lIlr:r
NaIullli 0lIlr:r
N_IOlllr:r
NlIIwal: CoIdSlltH
~ RcIal!:d: W~ CoIll$ion
U 1OO<lcw1llJlO1lCd
H_ldat!=d: W~Conisioi\
Undetenuincd. 100 dwI-..!
PcrinaIal (-< ISO 1
U~ toodwllllllOSCd
1'erl.bata1( =< 1 SO )
UDdeIcnnincd, 100 <<l'OlIlIIOSCd
Undcll:rmilled, 100 dcc&1IIDllf<d
Undclermincd, 100 dcc&mrlOScd
NlIIUraI,OlIlr:r
H_llclalod: WlIIeJl:JlIft Collision
N1lIlD3l: Cold S_
Undclermincd,loodwl_
Undct=nnincd, loodcc&_
U Irlodcco_
U~ toodcc&1IIIIlISC
Nalnml: Cold S_
PeriaIlal ( -< IS(! )
U~ Irlo dcc&1IIDllf<d
UndcIer)nincd, IOOder:olllDOSCd
1'erl.bata1( -< IS(! )
UndcIer)nincd, IOOder:olllDllf<d
-0lIlr:r
U.termiDecI, l!lO dcc&1IIDllf<d
N...u: Cold StIal
Nabu.oI 0lIlu
N1lllDI: Cold StIal
~.lOOdccolllDOSCd
U too
Undclennined,l!lO dcc&1IIDllf<d
.
.
.
cotlNTY DATI nwnD lEX SIZE f_l WAtQ.WAY LOCATION rkO-.uu; CAVSE
Duval 0212112006 ~ M 238 PlII.>lo'~ ~Ilc N1IlUJal: COld ~
Motuoc 021 2112006 MSE0621 M 325 Jew1is!l~ ~.Laroo NaIlmIl. olhcr
Palln B~ 021 1UZOO6 MStlO6n M 181 UIkc WClitb N'4rth Palm Ik'.ach NalulaI: COld SlIr$l
Manin 02l1UZOO6 MSI!OQ4 M 253 St'~ !liver Stu.rt H_ll.dated: WIIWCI1Ift Conision
1.<le 021 1UZOO6 Ms\Vl1632 I' 183 ~hss 'Cane Co12I NlIIUlaI: Cold ~
lMiaa ltivcr 0212lJZOO6 'MBOl614 M 281 flI4iP JUror V_~h NaIlmIl. olhcr
B1O\l'W 0212312\l1l6 MS8il625 M 151 ~ W__8\' Ft. Laude1\fa1c V~ toodecolllDOled
Manin 0211312006 ~ M 144 ~~ S- ~(-:lSO )
Mo.uoc 0212312llO6 MSW0633 U R<ldntc!liverBav E\>cnr1ados NaliQnal V~Notbam:Jcd
1.<le O2I13nOO6 MSW'06M M HIS oMd:1Uvct Fort MYel5 U lIlo
Votum 021 W2OO6 MN8l607 M 263 Strictfaswl ~ Otmaad Beach U~ lIlo decoDlllOsed
B~ 021 2SI2Oll6 MIll:)ll625 M 288 IJldiIlll.Uvcr Cocoa U too decollllll*d
B~ OU 2512006 MIlC0626 M 284 flI4iPlUvcr Cocoa H_a~:w~ CollisIon
1.<le 0212512006 MS.WfI(l)$ M 163 Odoo~ Kiver North Fort Myers UIlIldCrmiIlel:l, too decol'llDosed
Monme 021 2612006 MSW0637 M 310 ~.Jl,w E\>cl'2lades National UndcltrmillCd. too decolllllOsed
BIO\\'ll!d 0212712006 MSE0627 I' IS? ~W*- Ft Laoderdale UlllletemWlccl, too
St Lucie 0212712006 MSE0628 I' 160 f't l>ie1!:C ~toodecolllllOSCd
1.<le 02l1712llll6 MSWll636 I' 286 I Sound CailIiva H_ll.dated: Wa/mlafl Collision
HClldn< 02l2tnOO6 MSW'0638 M 244 f"~l.Uvcr A1va UlIlletemWlccI, too decol'llDosed
Blevanl 0310 11211116 MEalll27 M 197 ~.. Coeoa ~other
B!CV.rd 0310212006 ~ M 287 llUaniiklm !.krrilt ls1and Undolemll1lCd, too decolllPOlCd
PiIlelIas 03/0.312006 MNW0605 I' 215 SIkftr lUlbor Oldsmar U~ too
Maoo!e IlJ/0312llll6 MNWll606 F 2(J4 Bl1lde1l.l.Uvcr BnrdclllcJn Human RdaIcd:Wak1CGlfl Collision
1.<le 0310312llll6 MSW0639 M IIl7 Ten Mi1e ClUlIll FortMY<ttt Perinalal ( =< ISO )
Volu$ia 0310412OO6 MI!CtJ629 M 97 :&1ueSDrlDa'. Clmn2e City Perinalal ( -< 150)
B!CVanl 03/04/2006 MEalllJO M 20$ lndiaIll.Uvcr l'mt St John UndolerllIinod, too deCOl1OPO$lld
St Jo!m$ OJ/OSI2ll!l6 MNE06lJ& I' 207 A/laIllil: Ocean Ponte VedmBeach NalUml: Cold Sueu
OJmloosa 03107I200li MNW0607 U 290 ~Bay Eldin AFB Ul1de1erllIinod, IIlo dccoDlllO$lld
Ciltns 03108/2006 MNWIl6O& F 328 Kinl!I Bav C1VSllJl River B_Rdalcd: Otbcr
Indian ltiv.r Ol/09f.lQ06 MEalll31 F 3 10 llldianltivcr VClO Beacb UndetemlillCd.too decolllllOSCd
1.<le 03/O\l/2006 MSW064() I' 193 M8dachaPas. ~ Coed Human Relaled: Waktaaft Col1lsloll
Lee 03! 11lI2006 MSW!l641 M 207 Tea Milt Canal Fort MYers H_ Rt.latod: WiIIc1CGIfl Conision
BlCYard 031 12I2l106 MIll:)ll632 I' 265 BallllIla.l.Uvcr Calle Canaveral H_~ WaIemaf\ Collisioll
B~ 031 1212006 MIlC0633 F 238 Indian l.Uvcr Coeoa H_ Relall=cl: WlIIcrcmft Col1lslon
HilIsbolO1lllh 031 I2I2l106 MNWll609 M 221 T_Bav AmIloBeach ..... other
Manin 031 12Itll!l6 MSE06:!9 F 177 1'iItNann.. S- U'-_~tOO
Lee lYJl 1 S12llll6 M$W'0642 I' 314 SlloCalloJBav St 1_ CiIv H_~,W~Col1lslon
w'Y 0:1/1612006 MNW0410 M 23:1 W~lU.... YankCClown U~,lllO
&teVanl 031 1712006 MI!C0634 M 247 ~.. MiIxo U~ iOo.deCODlllOll:d
Lee ()311712llll6 MSW!l643 M 167 Ca.....,.~lli= Port MYers U~ too deco1\lllORd
Lee 031 171211116 MSWll644 M 1411 T!ll'llOt'hY s.nillcl If__~, Wa/mlafl Collision
B~ 031 1812006 MEalll:15 M 288 ~CRdc !.krrilt ls1and U~iged,too~
BteVanl ()3/18l2OO6 MIll:)ll636 U 282 ~lli= Port St John Uodclemll1lCd, too
Motuoc 03/18llOO6 MSW0645 U 213 Bro.r !liver Bar E.'CJldades NaIional Verified: Nol~
81:Vard 031 211211116 SWFTm0603b I' 259 Gmd Canal Salellile Boacb NaIlmIl.olher
pap)"rs
.
.
.
<>>fll.'l'ff JM:J'I - SEX ~("J) W4'I'UWAJ; 1.t.tC41'lON J'P.uu:CAl1U
a~ lJ"~~ l' 10ll .. CieCf< N.....~
~ (J3/~ U 183 E~ na1 V~Noc~
II !of 112 ~ l'IIriilIiIIIl(-< 15.0)
l'l~ ~ l' 3l)i; l'ott Cam;~ H_~IatWPlOOd~I.oc:k
~ . l' 280 St.~ U~<<>>dccoJlJjla"""
031 hi l20 St.~ N~ ..lbo,
Oll F 193 R1ItIdu ~~
031 M 216 St. 1.- City I>lbcr
la F 16S Fort Mvlft
Melll\)C ~ M 237 und KeY l..am) n
Lee l' 295 Me uinn
l'lrevl\ld M 3<< .n:ran Colllsinn
Sl. ~ie - F 121 1501
Manln 04t0712OO6 F 324 Human ~Conislon
Piuou.s 00 1~ F 2!8 l'lIlllPiIJJlW Ii..... CoIIldnl\
l'lmwatd (}41 14l2OO6 hi 255 I'ort~~~ 1'1. Laudl:nlalt; H_~1eli: WI!le~Collisjon
B~ 04f ISltOO6 Ml!C\)640 F 266 ~ll.iVer Cocoal'l.l> HIllDall~: Waton:ran.CoUls1on
l\tcvatd l)4/ 1612006 MEC064I hi 164 MeJ:rilt lcland ~tQOdcc;O~
Manin (}4J 1612006 M 292 =6 U~ltlOdcco~
I l)4/ 1712006 M 283 H_~ WllWmftCoUlsictl\
001012006 l' 128 PcriDoInl(-<I50)
l)4/ 2l12OO6 15 F 118 Taama. l'IIriilIiIIIl (-< 150 I
00.2312006 16 MI 2<l6 TlIlIlDa U~ IIlO deccllI1pOIIiId
l)4/ 24l2lltl6 11 hi 145 ~Padt ~(-<150)
041~ . F 120 S<>ulhPlilal8!lOl:h ~
o.t/1SltllOl; M 335 l~ H_ 'n
OO281:ro06 U St. lacbolMllc Vo'
B~ 002912006 M 310 Mcllilllstam NalllllIl,OlIler
Volusia l)4/ 2912006 F 295 St. DcWd NaIntaI, 0lllcJ
Manin 113102I:2OO6 MSl106$5 hi 209 .SIuart U~tQO~DIp/l$t>d
Citln$ 051ll3120lJ6 MNW061$ F 219 lUv1:r ervstal Rim' H_Rcla~:WllWmft CoUlsic>n
CbarlQtte OSIll4l20lJ6 MSW0650 M 176 Placida. Hadlot I'Ial;ida U~ltlO deCOJllPOS<<l
Yolusia OSlll4l20lJ6 SWF1'~5b F 2ll() Sl. IGbn$ Rk'et ~Clty Human Rclattd: Waltroa1l Collision
POl"4of5
.
.
.
Fot1'heP.rlo,hfn.... I 8t1OlI1GOtl.4lSI05I1OO6 I TM'AJ,
Total = 163 (fL ondy) Watm:ntt- 32
M.rtality <omp.arision. ror the d_ ,.riod from&Wito the emlinr date (fiDal... ptcliminary data):
Porn.. Year I 1006 I TM'AL
Total- W (fL ollly) W.1'mIfl. 31
Year W.......... n..d GtoIetLeck Other P.rlBatal Cold Slluf Nat;a11ll V......_...... tl._....d U........... Total
H_.. OfIoer
1006 31(10%) 1 I 19 15 11 611 of I 163
:zoos JO(I7% ) 1 5 JJ 14 46 JJ 1 1 176
lOO.f 11(11%) 0 1 11 J6 11 U 1 0 105
1003 16(11%) e 4 J1 J6 70 J6 I 1 111
'lOO1 5l(J1l%) 3 1 18 14 4J 3ll 1 e 169
1001 35(1.1%) 1 J 19 19 16 411 1 1 163
s.,..... ........ nQl!%) 1 J 17 11 J7 JJ 1 1 165
h.. 50f 5
.
.
.
Environmental Conservation Laboratories, Inc.
10775 Central Port Drive
Orlando FL, 32824
Phone: 407.826.5314 FAX: 407.850.6945
CEISIS9)
www.encolabs.com
Friday, May 5, 2006
Delta Seven, Inc. (DE008)
Attn: Ryan Oliver
P.O. Box 3241
St. Petersburg, FL 33731
RE: Project Number: [none], Project Name/Desc: Downtown Boat Slips
ENCO Workorder: A601928
Dear Ryan Oliver,
Enclosed is a copy of your laboratory report for test samples received by our laboratory on
Thursday, April 27, 2006.
Unless otherwise noted in an attached project narrative, all samples were received in acceptable
condition and processed in accordance with the referenced methods/procedures. Results for
these procedures apply only to the samples as submitted.
This data has been produced in accordance with NELAC standards (June, 2003). This report
shall not be reproduced except in full, without the written approval of the Laboratory.
This report contains only those analyses performed by Environmental Conservation
Laboratories. Data from outside organizations will be reported under separate cover.
Uyou have any questions or require further information, please do not hesitate to contact me.
Sincerely,
Ronald Wambles
Project Manager
Enclosure(s)
The total number of pages in this report, including this page is 35.
~
.
www.encolabs.com
SAMPLE SUMMARY/LABORATORY CHRONICLE
Client ID: I-S Lab ID: A601928-01
Sam Died: 04/26/06 11: 3 0 Received: 04/27/06 09:25
Parameter Hold Date/Time(s) Prep Date/Time(s) Analysis Date/Time(s)
[CALC] 04/28/06 11:30 04127/06 13:05 4/28/2006 14:07
EPA 7196A OS/20/06 04127/06 09:30 4/27/2006 09:40
EPA 1664 OS/24/06 05/02/06 06:47 5/3/2006 14:19
EPA 300.0 04/28/06 11:30 04/27/06 13:05 4/28/2006 14:07
EPA 350.1 OS/24/06 05/04/06 11:23 5/4/2006 14:13
EPA 350.1 OS/24/06 05/04/06 14:45 5/4/2006 15:42
EPA 351.2 OS/24/06 04/27/06 12:33 4/28/2006 12:45
EPA 365.4 OS/24/06 04/27/06 12:33 4/28/2006 15:28
EPA 6010B 10123/06 05/01/06 11:54 5/1/2006 19: 10
EPA 6010B 10123/06 05/01/06 11:54 5/112006 19: 11
. EP A 8270C 05/03/06 06/11106 05/02/06 08:22 5/3/2006 20:14
Client ID: 2-S Lab ID: A601928-02
SamDled: 04/26/06 09:45 Received: 04/27/06 09:25
Parameter Hold Date/Time(s) Prep Date/Time(s) Analysis Date/Time(s)
[CALC] 04/28/06 09:45 04/27/06 13:05 4/28/2006 14:30
EPA 7196A OS/20/06 04127/06 09:30 4/27/2006 09:40
EPA 1664 OS/24/06 05/02/06 06:47 5/3/2006 14: 19
EPA 300.0 04/28/06 09:45 04/27/06 13:05 4/28/2006 14:30
EPA 350.1 OS/24/06 05/04/06 11:23 5/4/2006 14:14
EPA 350.1 OS/24/06 05/04/06 14:45 5/4/2006 15:42
EPA351.2 OS/24/06 04/27/06 12:33 4/28/2006 12:52
EPA 365.4 OS/24/06 04/27/06 12:33 4/28/2006 15:34
EPA 6010B 10123/06 05/01106 11:54 511/2006 20:30
EPA 60 lOB 10123/06 05/01106 11:54 5/1/2006 20:30
EPA 8270C 05/03/06 06111106 05/02/06 08:22 5/3/2006 20:31
.
Page 2 of 35
Client ID: 3-8 Lab ID: A601928-03
Sampled: 04/26/06 10: 15 Received: 04/27/06 09:25
Parameter Hold Date/Time(s) Prep Date/Time(s) Analysis Date/Time(s)
[CALC] 04/28/06 10:15 04/27/06 13:05 4/28/2006 14:53
EPA 7196A OS/20/06 04/27/06 09:30 4/27/2006 09:40
EPA 1664 OS/24/06 05/02/06 06:47 5/3/2006 14:19
EP A 300.0 04/28/06 10:15 04/27/06 13:05 4/28/2006 14:53
EPA 350.1 OS/24/06 05/04/06 11:23 5/4/2006 14:15
EPA 350.1 OS/24/06 05/04/06 14:45 5/4/2006 15:42
EPA351.2 OS/24/06 04/27/06 12:33 4/28/2006 12:53
EPA 365.4 OS/24/06 04/27/06 12:33 4/28/2006 15:35
EPA 6010B 10/23/06 05/01/06 11:54 5/1/2006 20:37
EPA 6010B 10/23/06 05/01/06 11:54 5/1/2006 20:37
EPA 8270C 05/03/06 06/11/06 05/02/06 08:22 5/3/2006 20:48
. Client ID: 3-D Lab ID: A601928-04
Sampled: 04/26/06 10: 15 Received: 04/27/06 09:25
Parameter Hold Date/Time(s) Prep Date/Time(s) Analysis Date/Time(s)
[CALC] 04/28/06 10:15 04/27/06 13:05 4/28/2006 00:27
EPA 7196A OS/20/06 04/27/06 09:30 4/27/2006 09:40
EPA 1664 OS/24/06 05/02/06 06:47 5/3/2006 14: 19
EPA 300.0 04/28/06 10:15 04/27/06 13:05 4/28/2006 00:27
EPA 350.1 OS/24/06 05/04/06 11:23 5/4/2006 14:18
EPA 350.1 OS/24/06 05/04/06 14:45 5/4/2006 15:42
EPA 351.2 OS/24/06 04/27/06 12:33 4/28/2006 12:54
EPA 365.4 OS/24/06 04/27/06 12:33 4/28/2006 15 :36
EPA 6010B 10/23/06 05/01/06 11:54 5/1/2006 20:44
EPA 6010B 10/23/06 05/01/06 11:54 5/1/2006 20:44
EPA 8270C 05/03/06 06/1 0/06 05/01/06 09:00 5/3/2006 17:09
.
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Page 3 of 35
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Client ID: 4-S Lab In: A601928-05
SamDled: 04/26/06 11 :00 Received: 04/27/06 09:25
Parameter Hold Date/Time(s) Prep Date/Time(s) Analysis Date/Time(s)
[CALC] 04/28/06 11:00 04/27/06 13:05 4/28/2006 00:46
EPA 7196A OS/20/06 04/27/06 09:30 4/27/2006 09:40
EPA 1664 OS/24/06 05/02/06 06:47 5/3/2006 14:19
EP A 300.0 04/28/06 11:00 04/27/06 13:05 4/28/2006 00:46
EPA 350.1 OS/24/06 05/04/06 11:23 5/4/2006 14:19
EPA 350.1 OS/24/06 05/04/06 14:45 5/4/2006 15:42
EPA 351.2 OS/24/06 04/27/06 12:33 4/28/2006 12:55
EPA 365.4 OS/24/06 04/27/06 12:33 4/28/2006 15:37
EPA 60 lOB 10/23/06 05/01/06 11:54 5/1/2006 21:10
EPA 6010B 10/23/06 05/01/06 11:54 5/1/2006 21: 11
EP A 8270C 05/03/06 06/10/06 05/01/06 09:00 5/3/2006 17 :25
. Client In: 4-0 Lab In: A601928-06
SamDled: 04/26/06 11 :00 Received: 04/27/06 09:25
Parameter Hold Date/Time(s) Prep Date/Time(s) Analysis Date/Time(s)
[CALC] 04/28/06 11:00 04/27/06 13:05 4/28/2006 01:06
EPA 7196A OS/20/06 04/27/06 09:30 4/27/2006 09:40
EPA 1664 OS/24/06 05/02/06 06:47 5/3/2006 14: 19
EP A 300.0 04/28/06 11:00 04/27/06 13:05 4/28/2006 01:06
EPA 350.1 OS/24/06 05/04/06 11:23 5/4/2006 14:20
EPA 350.1 OS/24/06 05/04/06 14:45 5/4/2006 15:42
EPA351.2 OS/24/06 04/27/06 12:33 4/28/2006 12:56
EPA 365.4 OS/24/06 04/27/06 12:33 4/28/2006 15:38
EPA 60 lOB 10/23/06 05/01/06 11:54 5/1/2006 21: 17
EPA 6010B 10/23/06 05/01/06 11:54 5/1/2006 21: 18
EP A 8270C 05/03/06 06/1 0/06 05/01/06 09:00 5/3/2006 17:42
.
Page 4 of 35
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SAMPLE DETECTION SUMMARY
Client 10: 1-8 Lab 10: A601928-01
Analyte Results/Qual MRL Units Method
Ammonia as N 0.05 0.02 mg/L EPA 350.1
Phosphorus 0.06 0.03 mg/L EP A 365.4
Total Kjeldahl Nitrogen 0.20 0.05 mg/L EPA 351.2
Unionized ammonia as N 0.008 1 0.02 mg/L EPA 350.1
Client 10: 2-8 Lab 10: A601928-02
Analyte Results/Qual MRL Units Method
Ammonia as N 0.06 0.02 mg/L EP A 350.1
Phosphorus 0.08 0.03 mg/L EPA 365.4
Total Kjeldahl Nitrogen 0.27 0.05 mg/L EPA 351.2
Unionized ammonia as N 0.006 1 0.02 mg/L EPA 350.1
Client 10: 3-8 Lab 10: A601928-03
Analyte Results/Qual MRL Units Method
Ammonia as N 0.02 0.02 mg/L EPA 350.1
Copper 4 1 10 ug/L EPA 60 lOB
. Phosphorus 0.06 0.03 mg/L EP A 365.4
Total Kjeldahl Nitrogen 0.28 0.05 mg/L EPA 351.2
Client 10: 3-D Lab 10: A601928-04
Analyte Results/Qual MRL Units Method
Ammonia as N 0.06 0.02 mg/L EP A 350.1
Phosphorus 0.03 0.03 mg/L EPA 365.4
Total Kjeldahl Nitrogen 0.10 0.05 mg/L EPA 351.2
Unionized ammonia as N 0.007 1 0.02 mg/L EPA 350.1
Client 10: 4-8 Lab 10: A601928-0S
Analyte Results/Qual MRL Units Method
Ammonia as N 0.04 0.02 mg/L EPA 350.1
Phosphorus 0.03 0.03 mg/L EP A 365.4
Total Kjeldahl Nitrogen 0.06 0.05 mg/L EPA351.2
Unionized ammonia as N 0.005 1 0.02 mglL EPA 350.1
Client 10: 4-D Lab 10: A601928-06
Analyte Results/Qual MRL Units Method
Ammonia as N 0.02 0.02 mg/L EPA 350.1
Phosphorus 0.04 0.03 mg/L EPA 365.4
Total Kjeldahl Nitrogen 0.14 0.05 mg/L EPA 351.2
.
Page 5 of 35
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ANALYTICAL REPORT
Sample 10:
Lab#:
Prep. Method:
Analyzed:
Anal. Method:
Anal. Batch:
QC Batch:
1-S
A60 1928-0 1
EPA 3510C_MS
05/03/06 By: JFI
EPA 8270C
Project:
Work Order #:
Matrix:
Unit:
Dilution Factor:
Downtown Boat Slips
A601928
Surface Water
ugIL
1
6E02002
SemivolatiJe Organic Compounds by GCMS SIM
Parameter
Analytical
CAS Number Results MDL MRL Units
90-12-0 0.04 U 0.04 0.10 ugIL
91-57-6 0.05 U 0.05 0.10 uglL
83-32-9 0.04 U 0.04 0.10 ugIL
208-96-8 0.04 U 0.04 0.10 ugIL
120-12-7 0.04 U 0.04 0.10 ugIL
56-55-3 0.04 U 0.04 0.10 ugIL
50-32-8 0.03 U 0.03 0.10 ugIL
205-99-2 0.05 U 0.05 0.10 ugIL
191-24-2 0.07 U 0.07 0.10 ugIL
207-08-9 0.06 U 0.06 0.10 ugIL
218-01-9 0.04 U 0.04 0.10 uglL
53-70-3 0.05 U 0.05 0.10 uglL
206-44-0 0.03 U 0.03 0.10 ugIL
86-73- 7 0.03 U 0.03 0.10 uglL
193-39-5 0.03 U 0.03 0.10 ugIL
91-20-3 0.09 U 0.09 0.10 ugIL
85-01-8 0.03 U 0.03 0.10 uglL
129-00-0 0.03 U 0.03 0.10 ugIL
Res nIt Spike Level % Recoverv % Recovery Limits
92-94-4 445 5.00 89% 39-148
I-Methyl naphthalene
2-Methylnaphthalene
Acenaphthene
Acenaphthylene
Anthracene
Benzo( a)anthracene
Benzo(a)pyrene
Benzo(b )fluoranthene
. Benzo(g,h,i)perylene
Benzo(k)fluoranthene
Chrysene
Dibenzo( a,h )anthracene
Fluoranthene
Fluorene
1ndeno( 1 ,2,3-cd)pyrene
Naphthalene
Phenanthrene
Pyrene
Surroeate Recovery
p- Terphenyl
.
Page 6 of35
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ANALYTICAL REPORT
Sample 10:
Lab#:
I-S
A601928-01
Project:
Work Order #:
Matrix:
Downtown Boat Slips
A601928
Surface Water
Classical Chemistry Parameters
Analytical Analysis Prep Analytical
Parameter CAS Number Results MDL MRL Units Method Method Batch
Ammonia as N 7664-41- 7 0.05 0.003 0.02 mg/L EPA350.1 NO PREP 6E04019
Hexavalent Chromium 1854-02-99 0.005 U 0.005 0.03 mglL EPA 7196A NO PREP 6026022
Nitrate as N NA 0.800 QC-5,U, 0.800 5.00 mg/L EPA 300.0 Default Prep 6027018
0 GenChem
Nitrite as N NA 0.700 QC-5,U, 0.700 5.00 mglL EPA 300.0 Default Prep 6027018
0 GenChem
Phosphorus 7723-14-0 0.06 0.02 0.03 mg/L EPA 365.4 Default Prep 6027021
GenChem
Total Kjeldahl Nitrogen NA 0.20 0.04 0.05 mg/L EPA 351.2 Default Prep 6027020
GenChem
Unionized ammonia as N NA 0.008 0.003 0.02 mg/L EPA 350.1 NO PREP 6E04029
. Classical Chemistry Parameters
Analytical
Parameter CAS Number Results MDL MRL Units
NitratefNitrite as N 1.50 1.50 10.0 mg/L
Nitrogen Total 1.54 1.54 10.0 mglL
.
Page 7 of35
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ANAL YTICAL REPORT
Sample 10:
Lab#:
I-S
A60 1928-0 I
Project:
Work Order #:
Matrix:
Downtown Boat Slips
A601928
Surface Water
Metals by EP A 600017000 Series Methods
Analytical Analysis Prep Analytical
Parameter CAS Number Results MDL MRL Units Method Method Batch
Arsenic 7440-38-2 4 U 4 10 ugIL EPA 60lOB EPA 3005A 6EOlO15
Cadmium 7440-43-9 0.2 U 0.2 1.0 ugIL EPA60lOB EP A 3005A 6EOlO15
Copper 7440-50-8 3 U 3 10 ugIL EPA60lOB EPA 3005A 6EOlO15
Lead 7439-92-1 1 U 1 10 ugIL EPA 60 lOB EP A 3005A 6EOIOl5
Zinc 7440-66-6 3 U 3 20 ugIL EPA 60 lOB EPA 3005A 6EOIOl5
.
.
Page 8 of 35
.
Sample ID:
Lab #:
1-S
A601928-01
ANALYTICAL REPORT
Classical Chemistry Parameters
Parameter
Oil & Grease (HEM)
.
.
Page 9 of35
CAS Number
C-007
Analytical
Results
3 U
MDL
3
Project:
Work Order #:
Matrix:
MRL
5
(~
Downtown Boat Slips
A60 I 928
Surface Water
Units
Analysis
Method
EPA 1664
mg/L
www.encolabs.com
Prep
Method
Default Prep
GenChem
Analytical
Batch
6E02002
~
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www.encolabs.com
ANALYTICAL REPORT
Sample ID: 2-S Project: Downtown Boat Slips
Lab#: A601928-02 Work Order #: A601928
Prep. Method: EPA 35IOC_MS Matrix: Surface Water
Analyzed: 05/03/06 By: JF! Unit: uglL
Anal. Method: EP A 8270C Dilution Factor: I
Anal. Batch:
QC Batch: 6E02002
Semivolatile Organic Compounds by GCMS SIM
Analytical
Parameter CAS Number Results MDL MRL Units
I-Methylnaphthalene 90-12-0 0.04 U 0.04 0.10 ugIL
2-Methylnaphthalene 91-57-6 0.05 U 0.05 0.10 ugIL
Acenaphthene 83-32-9 0.04 U 0.04 0.10 ugIL
Acenaphthylene 208-96-8 0.04 U 0.04 0.10 ugIL
Anthracene 120-12-7 0.04 U 0.04 0.10 UgIL
Benzo( a )anthracene 56-55-3 0.04 U 0.04 0.10 ugIL
Benzo(a)pyrene 50-32-8 0.03 U 0.03 0.10 ugIL
Benzo(b )f1uoranthene 205-99-2 0.05 U 0.05 0.10 ugIL
. Benzo(g,h,i)perylene 191-24-2 0.07 U 0.07 0.10 ugIL
Benzo(k)f1 uoranthene 207-08-9 0.06 U 0.06 0.10 ugIL
Chrysene 218-01-9 0.04 U 0.04 0.10 ugIL
Di benzo( a,h )anthracene 53-70-3 0.05 U 0.05 0.10 ugIL
Fluoranthene 206-44-0 0.03 U 0.03 010 ugIL
Fluorene 86-73- 7 0.03 U 0.03 0.10 ugIL
lndeno( I ,2,3-cd)pyrene 193-39-5 0.03 U 0.03 010 ugIL
Naphthalene 91-20-3 0.09 U 0.09 0.10 ugIL
Phenanthrene 85-01-8 0.03 U 0.03 0.10 ugIL
Pyrene 129-00-0 0.03 U 0.03 0.10 ugIL
Surrol!:ate Recoverv Result Spike Level % Recovery % Recovery Limits
p- Terphenyl 92-94-4 4.68 5.00 94% 39-148
.
Page 10 of 35
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ANALYTICAL REPORT
Sample ID:
Lab #:
2-S
A601928-02
Project:
Work Order #:
Matrix:
Downtown Boat Slips
A601928
Surface Water
Classical Chemistry Parameters
Analytical Analysis Prep Analytical
Parameter CAS Number Results MDL MRL Units Method Method Batch
Ammonia as N 7664-41-7 0.06 0.003 0.02 mgIL EPA 350.1 NO PREP 6E04019
Hexavalent Chromium 1854-02-99 0.005 V 0.005 0.03 mgIL EPA 719M NO PREP 6026022
Nitrate as N NA 0.800 QC-5, V, 0.800 5.00 mgIL EPA 300.0 Default Prep 6027018
D GenChem
Nitrite as N NA 0.700 QC-5,V, 0.700 5.00 mgIL EPA 300.0 De fault Prep 6027018
D GenChem
Phosphorus 7723-14-0 0.08 0.02 003 mg/L EPA 365.4 Default Prep 6027021
GenChem
Total Kjeldahl Nitrogen NA 0.27 0.04 0.05 mgIL EPA 351.2 Default Prep 6027020
GenChem
Unionized ammonia as N NA 0.006 0.003 0.02 mgIL EPA 350.1 NO PREP 6E04029
. Classical Chemistry Parameters
Analytical
Parameter CAS Number Results MDL MRL Units
N itratelN itrite as N 1.50 1.50 10.0 mgIL
Nitrogen Total 1.54 1.54 10.0 mg/L
.
Page II of35
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ANAL YTICAL REPORT
Sample 10:
Lab#:
2-S
A601928-02
Project:
Work Order #:
Matrix:
Downtown Boat Slips
A601928
Surface Water
Metals by EPA 600017000 Series Methods
Analytical Analysis Prep Analytical
Parameter CAS Number Results MDL MRL Units Method Method Batch
Arsenic 7440-38-2 4 U 4 10 ugIL EPA 60 lOB EPA 3005A 6EOIOl5
Cadmium 7440-43-9 0.2 U 0.2 1.0 ugIL EPA 60 lOB EPA 3005A 6EOlO15
Copper 7440-50-8 3 U 3 10 ugIL EPA 60 lOB EPA 3005A 6EOlO15
Lead 7439-92-1 I U 1 10 ugIL EPA 60 lOB EPA 3005A 6EOlO15
Zinc 7440-66-6 3 U 3 20 ugIL EPA 6010B EPA 3005A 6E01015
.
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Page 12 of35
.
Sample ID:
Lab#:
2-S
A601928-02
Classical Chemistry Parameters
.
.
Parameter
Oil & Grease (HEM)
Page 13 of 35
CAS Number
C-007
ANAL YTICAL REPORT
Analytical
Results
3 U
MDL
3
Project:
Work Order #:
Matrix:
MRL
5
~
Downtown Boat Slips
A601928
Surface Water
Units
Analysis
Method
EPA 1664
mg/L
www.encolabs.com
Prep
Method
Default Prep
GenChem
Analytical
Batch
6E02002
~)
.
www.encolabs.com
ANAL YTICAL REPORT
Sample ID: 3-S Project: Downtown Boat Slips
Lab#: A601928-03 Work Order #: A601928
Prep. Method: EPA 35IOC_MS Matrix: Surface Water
Analyzed: 05/03/06 By: JFI Unit: ug/L
Anal. Method: EP A 8270C Dilution Factor: I
Anal. Batch:
QC Batch: 6E02002
Semivolatile Organic Compounds by GCMS SIM
Analytical
Parameter CAS Number Results MDL MRL Units
I-Methylnaphthalene 90-12-0 0.04 U 0.04 0.10 ug/L
2-Methylnaphthalene 91-57-6 0.05 U 0.05 0.10 ug/L
Acenaphthene 83-32-9 0.04 U 0.04 0.10 ug/L
Acenaphthylene 208-96-8 0.04 U 0.04 0.10 ug/L
Anthracene 120-12-7 0.04 U 0.04 0.10 ug/L
Benzo( a)anthracene 56-55-3 0.04 U 0.04 0.10 ug/L
Benzo(a)pyrene 50-32-8 0.03 U 0.03 0.10 ug/L
Benzo(b)fl uoranthene 205-99-2 0.05 U 0.05 0.10 ug/L
. Benzo(g,h,i)perylene 191-24-2 0.07 U 0.07 0.10 ug/L
Benzo(k)fluoranthene 207-08-9 0.06 U 0.06 0.10 ug/L
Chrysene 218-01-9 0.04 U 0.04 010 ug/L
Dibenzo( a,h)anthracene 53-70-3 0.05 U 0.05 0.10 ug/L
Fluoranthene 206-44-0 0.03 U 0.03 0.10 ug/L
Fluorene 86-73-7 0.03 U 0.03 0.10 ug/L
Indeno( I ,2,3-cd)pyrene 193-39-5 0.03 U 0.03 0.10 ug/L
Naphthalene 91-20-3 0.09 U 0.09 0.10 ug/L
Phenanthrene 85-01-8 0.03 U 0.03 0.10 ug/L
Pyrene 129-00-0 0.03 U 0.03 0.10 ug/L
Surrogate Recovery Result Spike Level % Recovery % Recovery Limits
p- Terphenyl 92-94-4 4.94 5.00 99% 39-148
.
Page 14 of 35
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ANALYTICAL REPORT
Sample ID:
Lab #:
3-S
A601928-03
Project:
Work Order #:
Matrix:
Downtown Boat Slips
A601928
Surface Water
Classical Chemistry Parameters
Analytical Analysis Prep Analytical
Parameter CAS Number Results MDL MRL Vnits Method Method Batch
Ammonia as N 7664-41-7 0.02 0.003 0.02 mgIL EPA 350.1 NO PREP 6E04019
Hexavalent Chromium 1854-02-99 0.005 V 0.005 0.G3 mgIL EPA 7196A NO PREP 6026022
Nitrate as N NA 0.800 QC-5, U, 0.800 5.00 mgIL EPA 300.0 Default Prep 6D27018
D GenChem
Nitrite as N NA 0.700 QC-5, U, 0.700 500 mgiL EPA 300.0 Default Prep 6027018
D GenChem
Phosphorus 7723-14-0 0.06 0.02 0.03 mgiL EPA 365.4 Default Prep 6027021
GenChem
Total Kjeldahl Nitrogen NA 0.28 0.04 0.05 mgIL EPA 351.2 Default Prep 6D27020
GenChem
Unionized ammonia as N NA 0.003 U 0.003 0.02 mgIL EPA 350.1 NO PREP 6E04029
. Classical Chemistry Parameters
Analytical
Parameter CAS Number Results MDL MRL Units
NitratelNitrite as N 1.50 1.50 10.0 mgIL
Nitrogen Total 1.54 1.54 10.0 mgIL
.
Page 15 of35
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ANAL YTICAL REPORT
Sample ID:
Lab#:
3-S
A601928-03
Project:
Work Order #:
Matrix:
Downtown Boat Slips
A601928
Surface Water
Metals by EP A 6000/7000 Series Methods
Analytical Analysis Prep Analytical
Parameter CAS Nnmber Results MDL MRL Units Method Method Batch
Arsenic 7440-38-2 4 U 4 10 ugIL EPA 6010B EPA 3005A 6EOIOl5
Cadmium 7440-43-9 0.2 U 0.2 1.0 ugIL EPA 6010B EPA 3005A 6EOJOI5
Copper 7440-50-8 4 I 3 10 ugIL EPA 6010B EPA 3005A 6EOIOl5
Lead 7439-92-1 I U I JO ugIL EPA 6010B EPA 3005A 6EOJOI5
Zinc 7440-66-6 3 U 3 20 ugIL EPA 60 JOB EPA 3005A 6EOJOI5
.
.
Page 16 of 35
.
Sample ID:
Lab#:
3-S
A601928-03
Classical Chemistry Parameters
Parameter
Oil & Grease (HEM)
.
.
Page 17 of35
CAS Number
C-007
ANALYTICAL REPORT
Analytical
Results
3 U
MDL
3
Project:
Work Order #:
Matrix:
MRL
5
~
Downtown Boat Slips
A601928
Surface Water
Units
Analysis
Method
EPA 1664
mg/L
www.encolabs.com
Prep
Method
Default Prep
GenChem
Analytical
Batch
6E02002
~
.
www.encolabs.com
ANALYTICAL REPORT
Sample ID: 3-D Project: Downtown Boat Slips
Lab#: A601928-04 Work Order #: A601928
Prep. Method: EPA 3510C_MS Matrix: Surface Water
Analyzed: 05/03/06 By: JFI Unit: uglL
Anal. Method: EPA 8270C Dilution Factor: I
Anal. Batch:
QC Batch: 6EOI005
Semivolatile Organic Compounds by GCMS SIM
Analytical
Parameter CAS Number Results MDL MRL Units
1-Methylnaphthalene 90-12-0 0.04 U 0.04 0.10 ugIL
2-Methylnaphthalene 91-57-6 0.05 U 0.05 0.10 uglL
Acenaphthene 83-32-9 0.04 U 0.04 0.10 ugIL
Acenaphthylene 208-96-8 0.04 U 0.04 0.10 ugIL
Anthracene 120-12-7 0.04 U 0.04 0.10 ugIL
Benzo(a)anthracene 56-55-3 0.04 U 0.04 0.10 ugIL
Benzo(a)pyrene 50-32-8 0.03 U 0.03 0.10 ugIL
Benzo(b )f1uoranthene 205-99-2 0.05 U 0.05 0.10 ugIL
. Benzo(g,h,i)perylene 191-24-2 0.07 U 007 0.10 uglL
Benzo(k)f1uoranthene 207-08-9 0.06 U 0.06 0.10 ugIL
Chrysene 218-01-9 0.04 U 0.04 0.10 ugIL
Di benzo( a,h )anthracene 53-70-3 0.05 U 0.05 0.10 ugIL
Fl uoranthene 206-44-0 0.03 U 0.03 0.10 uglL
Fluorene 86-73-7 0.03 U 0.03 0.10 uglL
Indeno( 1 ,2,3-cd)pyrene 193-39-5 0.03 U 0.03 0.10 ugIL
Naphthalene 91-20-3 0.09 U 0.09 0.10 ugIL
Phenanthrene 85-01-8 0.03 U 0.03 0.10 ugIL
Pyrene 129-00-0 0.03 U 0.03 0.10 ugIL
Surrogate Recovery Result Spike Level % Recovery % Recovery Limits
p- Terphenyl 92-94-4 4.23 5.00 85 % 39-148
.
Page 18 of35
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ANALYTICAL REPORT
Sample ID:
Lab #:
3-D
A60 I 928-04
Project:
Work Order #:
Matrix:
Downtown Boat Slips
A601928
Surface Water
Classical Chemistry Parameters
Analytical Analysis Prep Analytical
Parameter CAS Number Results MDL MRL Units Method Method Batch
Ammonia as N 7664-41- 7 0.06 0.003 0.02 mgIL EPA 350.1 NO PREP 6E04019
Hexavalent Chromium 1854-02-99 0.005 U 0.005 0.03 mgIL EPA 7196A NO PREP 6026022
Nitrate as N NA 0.800 U,D 0.800 5.00 mgIL EPA 300.0 Default Prep 6027018
GenChem
Nitrite as N NA 0.700 U,D 0.700 5.00 mgIL EPA 300.0 Default Prep 6027018
GenChem
Phosphorus 7723-14-0 0.03 0.02 0.03 mgIL EPA 365.4 Default Prep 6027021
GenChem
Total Kjeldahl Nitrogen NA 0.10 0.04 0.05 mgIL EPA 351.2 Default Prep 6027020
GenChem
Unionized ammonia as N NA 0.007 0.003 0.02 mgIL EPA 350.1 NO PREP 6E04029
. Classical Chemistry Parameters
Analytical
Parameter CAS Number Results MDL MRL Units
NitratefNitrite as N 1.50 1.50 10.0 mgIL
Nitrogen Total 1.54 1.54 10.0 mgIL
.
Page 190f35
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www.encolabs.com
ANALYTICAL REPORT
Sample ID:
Lab#:
3-D
A601928-04
Project:
Work Order #:
Matrix:
Downtown Boat Slips
A601928
Surface Water
Metals by EP A 600017000 Series Methods
Analytical Analysis Prep Analytical
Parameter CAS Number Results MDL MRL Units Method Method Batch
Arsenic 7440-38-2 4 U 4 10 uglL EPA 6010B EPA 3005A 6E0 10 I 5
Cadmium 7440-43- 9 0.2 U 0.2 1.0 ugIL EPA 6010B EPA 3005A 6EOIOl5
Copper 7440-50-8 3 U 3 10 ugIL EPA 6010B EPA 3005A 6EOlO15
Lead 7439-92-1 I U I 10 ugIL EPA 60lOB EPA 3005A 6EOlO15
Zinc 7440-66-6 3 U 3 20 ugIL EPA 6010B EPA 3005A 6EOIOl5
.
.
Page 20 of35
.
Sample 10:
Lab#:
3-D
A601928-04
Classical Chemistry Parameters
Parameter
Oil & Grease (HEM)
.
.
Page 21 of35
CAS Number
C-007
ANAL YTICAL REPORT
Analytical
Results
3 U
MDL
3
Project:
Work Order #:
Matrix:
MRL
5
(~
Downtown Boat Slips
A601928
Surface Water
Units
Analysis
Method
EPA 1664
mgIL
www.encolabs.com
Prep
Method
Default Prep
GenChem
Analytical
Batch
6E02002
(~
.
www.encolabs.com
ANAL YTICAL REPORT
Sample ID: 4-S Project: Downtown Boat Slips
Lab#: A60 I 928-05 Work Order #: A601928
Prep. Method: EPA 35IOC_MS Matrix: Surface Water
Analyzed: 05/03/06 By: IF! Unit: ug/L
Anal. Method: EPA 8270C Oil ution Factor: I
Anal. Batch:
QC Batch: 6EOlO05
Semivolatile Organic Compounds by GCMS SIM
Analytical
Parameter CAS Number Results MDL MRL Units
I-Methylnaphthalene 90-12-0 0.04 U 0.04 0.10 ug/L
2-Methylnaphthalene 91-57-6 0.05 U 0.05 0.10 ug/L
Acenaphthene 83-32-9 0.04 U 0.04 0.10 ug/L
Acenaphthylene 208-96-8 0.04 U 0.04 0.10 ug/L
Anthracene 120-12-7 0.04 U 0.04 0.10 ug/L
Benzo( a)anthracene 56-55-3 0.04 U 0.04 0.10 ug/L
Benzo(a)pyrene 50-32-8 0.03 U 0.03 0.10 ug/L
Benzo(b )fluoranthene 205-99-2 0.05 U 0.05 0.10 ug/L
. Benzo(g,h,i)perylene 191-24-2 0.07 U 0.07 0.10 ug/L
Benzo(k)fluoranthene 207-08-9 0.06 U 0.06 0.10 ug/L
Chrysene 218-01-9 0.04 U 0.04 0.10 ug/L
Di benzo( a,h )anthracene 53-70-3 0.05 U 0.05 0.10 ug/L
Fluoranthene 206-44-0 0.03 U 0.03 0.10 ug/L
Fluorene 86-73- 7 0.03 U 0.03 0.10 ug/L
Indeno( I ,2,3-cd)pyrene 193-39-5 0.03 U 0.03 0.10 ug/L
Naphthalene 91-20-3 0.09 U 0.09 0.10 ug/L
Phenanthrene 85-01-8 0.03 U 0.03 0.10 ug/L
Pyrene 129-00-0 0.03 U 0.03 010 ug/L
Surrogate Recovery Result Spike Level % Recovery % Recovery Limits
p- Terpheny1 92-94-4 4.78 5.00 96% 39-148
.
Page 22 of 35
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ANAL YTICAL REPORT
Sample ID:
Lab #:
4-S
A601928-05
Project:
Work Order #:
Matrix:
Downtown Boat Slips
A601928
Surface Water
Classical Chemistry Parameters
Analytical Analysis Prep Analytical
Parameter CAS Number Results MDL MRL Units Method Method Batch
Ammonia as N 7664-41-7 0.04 0.003 0.02 mgIL EPA 350.1 NO PREP 6E04019
Hexavalent Chromium 1854-02-99 0.005 U 0.005 0.03 mgIL EPA 7196A NO PREP 6026022
Nitrate as N NA 0.800 U,D 0.800 5.00 mgIL EPA 300.0 Default Prep 6027018
GenChem
Nitrite as N NA 0.700 U,D 0.700 5.00 mglL EPA 300.0 Default Prep 6D27018
GenChem
Phosphorus 7723-14-0 0.03 0.02 0.03 mgIL EPA 365.4 Default Prep 6027021
GenChem
Total Kjeldahl Nitrogen NA 0.06 0.04 0.05 mgIL EPA351.2 Default Prep 6D27020
GenChem
Unionized ammonia as N NA 0.005 0.003 0.02 mgIL EPA 350.1 NO PREP 6E04029
. Classical Chemistry Parameters
Analytical
Parameter CAS Number Results MDL MRL Units
NitrateINitrite as N 1.50 1.50 10.0 mgIL
Nitrogen Total 1.54 1.54 10.0 mgIL
.
Page 23 of 35
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ANALYTICAL REPORT
Sample ID:
Lab#:
4-S
A601928-05
Project:
Work Order #:
Matrix:
Downtown Boat Slips
A601928
Surface Water
Metals by EP A 6000/7000 Series Methods
Analytical Analysis Prep Analytical
Parameter CAS Number Results MDL MRL Units Method Method Batch
Arsenic 7440-38-2 4 U 4 10 ugIL EPA 6010B EPA 3005A 6EOlO15
Cadmium 7440-43-9 0.2 U 0.2 1.0 uglL EPA 6010B EPA 3005A 6EOI015
Copper 7440-50-8 3 U 3 10 ugIL EPA 60 JOB EPA 3005A 6EOlO15
Lead 7439-92-1 1 U 1 10 ugIL EPA 6010B EPA 3005A 6EOI015
Zinc 7440-66-6 3 U 3 20 uglL EPA 60 JOB EPA 3005A 6EOI015
.
.
Page 24 of 35
.
Sample ID:
Lab#:
4-S
A601928-05
Classical Chemistry Parameters
Parameter
Oil & Grease (HEM)
.
.
Page 25 of 35
CAS Number
C-007
ANALYTICAL REPORT
Aualytical
Results
3 U
MDL
3
Project:
Work Order #:
Matrix:
MRL
5
~
Downtown Boat Slips
A601928
Surface Water
Units
Analysis
Method
EPA 1664
mgIL
www.encolabs.com
Prep
Method
De faul t Prep
GenChem
Analytical
Batch
6E02002
~
.
www.encolabs.com
ANAL YTICAL REPORT
Sample ID: 4-D Project: Downtown Boat Slips
Lab#: A60 I 928-06 Work Order #: A601928
Prep. Method: EPA 351OC_MS Matrix: Surface Water
Analyzed: 05/03/06 By: JFI Unit: ugIL
Anal. Method: EP A 8270C Dilution Factor: I
Anal. Batch:
QC Batch: 6EOI005
Semivolatile Organic Compounds by GCMS SIM
Analytical
Parameter CAS Number Results MDL MRL Units
I-Methylnaphthalene 90-12-0 0.04 U 0.04 0.10 ugIL
2-Methylnaphthalene 91-57-6 0.05 U 0.05 0.10 ugIL
Acenaphthene 83-32-9 0.04 U 0.04 0.10 ugIL
Acenaphthylene 208-96-8 0.04 U 0.04 0.10 ugIL
Anthracene 120-12-7 0.04 U 0.04 0.10 ugIL
Benzo( a)anthracene 56-55-3 0.04 U 0.04 0.10 ugIL
Benzo(a)pyrene 50-32-8 0.03 U 0.03 0.10 ugIL
Benzo(b )fluoranthene 205-99-2 0.05 U 0.05 0.10 ugIL
. Benzo(g,h,i)perylene 191-24-2 0.07 U 0.07 0.10 ugIL
Benzo(k)fluoranthene 207-08-9 0.06 U 0.06 0.10 ugIL
Chrysene 218-01-9 0.04 U 0.04 0.10 ugIL
Dibenzo( a,h )anthracene 53-70-3 0.05 U 0.05 0.10 ugIL
Fluoranthene 206-44-0 0.03 U 0.03 0.10 ugIL
Fluorene 86- 73- 7 0.03 U 0.03 0.10 ugIL
Indeno( I ,2,3-cd)pyrene 193-39-5 0.03 U 0.03 0.10 ugIL
Naphthalene 91-20-3 0.09 U 0.09 0.10 ugIL
Phenanthrene 85-01-8 0.03 U 0.03 0.10 ugIL
Pyrene 129-00-0 0.03 U 0.03 0.10 ugIL
Surrogate Recovery Result Spike Level % Recovery % Recovery Limits
p- Terphenyl 92-94-4 4.73 5.00 95% 39-148
.
Page 26 of 35
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ANALYTICAL REPORT
Sample ID:
Lab #:
4-D
A601928-06
Project:
Work Order #:
Matrix:
Downtown Boat Slips
A601928
Surface Water
Classical Chemistry Parameters
Analytical Analysis Prep Analytical
Parameter CAS Number Results MDL MRL Units Method Method Batch
Ammonia as N 7664-41-7 0.02 0.003 0.02 mg/L EPA 350.1 NO PREP 6E04019
Hexavalent Chromium 1854-02-99 0.005 U 0.005 0.03 mg/L EPA 7196A NO PREP 6D26022
Nitrate as N NA 0.800 U,D 0.800 5.00 mg/L EPA 300.0 Default Prep 6D27018
GenChem
Nitrite as N NA 0.700 U,D 0.700 5.00 mg/L EPA 300.0 Default Prep 6027018
GenChem
Phosphorns 7723-14-0 0.04 0.02 0.03 mg/L EPA 365.4 Default Prep 6D27021
GenChem
Total Kjeldahl Nitrogen NA 0.14 0.04 0.05 mglL EPA351.2 Default Prep 6027020
GenChem
Unionized ammonia as N NA 0.003 U 0.003 0.02 mg/L EPA 350.1 NO PREP 6E04029
. Classical Chemistry Parameters
Analytical
Parameter CAS Number Results MDL MRL Units
Nitrate!Nitrite as N 1.50 1.50 10.0 mg/L
Nitrogen Total 1.54 1.54 10.0 mg/L
.
Page 27 of 35
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ANAL YTICAL REPORT
Sample 10:
Lab #
4-D
A601928-06
Project:
Work Order #:
Matrix:
Downtown Boat Slips
A601928
Surface Water
Metals by EPA 600017000 Series Methods
Analytical Analysis Prep Analytical
Parameter CAS Number Results MDL MRL Units Method Method Batch
Arsenic 7440-38-2 4 U 4 10 ugIL EPA 60 lOB EPA 3005A 6EOIOl5
Cadmium 7440-43-9 0.2 U 0.2 1.0 ug/L EPA 60 lOB EPA 3005A 6EOlO15
Copper 7440-50-8 3 U 3 10 ug/L EPA 60 lOB EPA 3005A 6EOlO15
Lead 7439-92-1 I U I 10 ugIL EPA 60 lOB EPA 3005A 6EOlO15
Zinc 7440-66-6 3 U 3 20 ugIL EPA 60 lOB EPA 3005A 6EOlO15
.
.
Page 28 of35
.
Sample ID:
Lab#:
4-D
A601928-06
ANAL YTICAL REPORT
Classical Chemistry Parameters
Parameter
Oil & Grease (HEM)
.
.
Page 29 of 35
CAS Number
C-007
Analytical
Results
4 U
MDL
4
Project:
Work Order #:
Matrix:
MRL
6
~)
Downtown Boat Slips
A601928
Surface Water
Units
Analysis
Method
EPA 1664
mglL
www.encolabs.com
Prep
Method
Default Prep
GenChem
Analytical
Batch
6E02002
~)
.
www.encolabs.com
QUALITY CONTROL
Spike Source %REC RPD Sanple
Analyte Result MRL Units Level Result %REC Limits RPD Limit Notes
Metals by EP A 600017000 Series Methods - Quality Control
Batch 6EOIOl5 - EPA 3005A
Blank (6EOI015-BLK1) Prepared: 05/01/2006 11:54 Analyzed: 05/01/200618:43
Arsenic 4U 10 uglL
Cadmium 0.2 U 1.0 uglL
Copper 3 U 10 uglL
Lead IU 10 uglL
Zinc 3 U 20 uglL
LCS (6EOlO15-BS1) Prepared: 05/01/200611:54 Analyzed: 05/01/200618:50
Arsenic 1000 10 ugIL 1000 100 85-120
Cadmium 481 1.0 ugIL 500 96 85-115
Copper 496 10 uglL 500 99 88-112
Lead 964 10 ugIL 1000 96 82-117
Zinc 979 20 ugIL 1000 98 88-114
Matrix Spike (6EOI015-MS1) Source: A601928-01 Prepared: 05/01/200611:54 Analyzed: 05/01/200618:57
Arsenic 1020 10 uglL 1000 4U 102 64-126
Cadmium 424 1.0 ugIL 500 0.2 U 85 68-121
. Copper 565 10 uglL 500 3U 113 75-123
Lead 828 10 ugIL 1000 IU 83 68-126
Zinc 822 20 uglL 1000 3U 82 63-131
Matrix Spike Dup (6EOlO15-MSDl) Source: A601928-01 Prepared: 05/01/2006 11:54 Analyzed: 05/01/200619:04
Arsenic 1000 10 uglL 1000 4U 100 64-126 2 12
Cadmium 420 1.0 uglL 500 0.2 U 84 68-121 0.9 12
Copper 562 10 uglL 500 3U 112 75-123 0.5 II
Lead 822 10 uglL 1000 IU 82 68-126 0.7 19
Zinc 813 20 uglL 1000 3U 81 63-131 t 24
Classical Chemistry Parameters - Quality Control
Batch 6E02002 - Default Prep GenChem
Blank (6E02002-BLK1) Prepared: 05/021200606:47 Analyzed: 05/03/2006 14: 19
Oil & Grease (HEM) 3 U 5 mgIL
LCS (6E02002-BSI) Prepared: 05/02/200606:47 Analyzed: 05/03/2006 14: 19
Oil & Grease (HEM) 19.8 5 mglL 20.0 99 78-114
Matrix Spike (6E02002-MS1) Source: B603586-01 Prepared 05/02/200606:47 Analyzed: 0510312006 14: 19
Oil & Grease (HEM) 19.8 5 mgIL 20.0 3U 99 50-150
Matrix Spike Dup (6E02002-MSDI) Source: B603586-01 Prepared: 05/02/200606:47 Analyzed: 05/03/2006 14: 19
Oil & Grease (HEM) 20.0 5 mglL 20.0 3U 100 50-150 I 18
QUALITY CONTROL
Spike Source %REC RPD Sanple
Analyte Result MRL Units Level Result %REC Limits RPD Limit Notes
Semivolatile Organic Compounds by GCMS SIM - Quality Control
. Batch 6EOI005 - EPA 35JOC MS
Blank (6EOI005-BLK1) Prepared: 05/01/200609:00 Analyzed: 05/0212006 18:41
Benzo( a )anthracene 0.04 U 0.10 ugIL
Page 30 of 35
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QUALITY CONTROL
Spike Source %REC RPD Sanple
Analyte Result MRL Units Level Result %REC Limits RPD Limit Notes
Semivolatile Organic Compounds by GCMS SIM - Quality Control
Batch 6E01005 - EPA 3510C MS
Blank (6EOIOOS-BLKI) Continued Prepared: 05/01/200609:00 Analyzed: 05/02/2006 18:41
Benzo(b )tluoranthene 0.05 U 0.10 uglL
Benzo(k)tluoranthene 0.06 U 0.10 ugIL
Benzo(g,h,i)perylene 0.07 U 0.10 ugIL
I-Methyl naphthalene 0.04 U 0.10 uglL
Benzo(a)pyrene 0.03 U 0.10 ugIL
Dibenzo( a,h )anthracene 0.05 U 0.10 uglL
1ndeno( 1 ,2,3-cd)pyrene 0.03 U 0.10 ugIL
2-Methylnaphthalene 0.05 U 0.10 uglL
Acenaphthene 0.04 U 0.10 ugIL
Acenaphthylene 0.04 U 0.10 ugIL
Anthracene 0.04 U 0.10 uglL
Chrysene 0.04 U 0.10 ugIL
FI uoranthene 0.03 U 0.10 ugIL
Fluorene 0.03 U 0.10 ugIL
. Naphthalene 0.09 U 0.10 ugIL
Phenanthrene 0.03 U 0.10 uglL
Pyrene 0.03 U 0.10 ugIL
Surrogate: p-Terphenyl 4.79 ug/L 5.00 96 39-148
LCS (6EOIOOS-BSI) Prepared: 05/011200609:00 Analyzed: 05/0212006 18:58
Benzo(g,h,i)perylene 1.61 0.10 ugIL 2.00 80 23-146
Benzo(a)pyrene 171 0.10 ugIL 2.00 86 57-126
Acenaphthene 1.97 0.10 ugIL 2.00 98 48-119
Naphthalene 1.83 0.10 ugIL 2.00 92 38-138
Surrogate: p-Terphenyl 4.37 ug/L 5.00 87 39-148
Matrix Spike (6EOIOOS-MSI) Source: A602041-01 Prepared: 05/01/2006 09:00 Analyzed: 05/02/200619:15
Benzo(g,h,i)perylene 1.69 010 ugIL 2.00 0.07U 84 52-155
Benzo(a)pyrene 175 0.10 uglL 200 0.03 U 88 41-157
Acenaphthene 1.99 0.10 ugIL 2.00 0.04 U 100 20-150
Naphthalene 1.97 0.10 ugIL 200 0.09U 98 30-112
Surrogate: p-Terphenyl 4.55 ug/L 5.00 91 39-148
Matrix Spike Dup (6EOIOOS-MSDI) Source: A602041-0 1 Prepared: 05/01/200609:00 Analyzed: 05/02/200619:32
Benzo(g,h,i)perylene 1.91 0.10 ugIL 2.00 0.07U 96 52-155 12 32
Benzo(a)pyrene 1.86 0.10 ugIL 2.00 0.03 U 93 41-157 6 30
Acenaphthene 2.04 0.10 ugIL 2.00 0.04 U 102 20-150 2 27
Naphthalene 1.89 0.10 ugIL 200 0.09U 94 30-112 4 33
Surrogate: p-Terphenyl 4.37 ug/L 5.00 87 39-148
Batch 6E02002 - EPA 3510C MS
Blank (6E02002-BLKI) Prepared: 05/02/200608:22 Analyzed: 05/03/200609:49
Benzo( a)anthracene 0.04 U 0.10 ugIL
. Benzo(b )tluoranthene 0.05 U 0.10 ugIL
Benzo(k)tluoranthene 0.06 U 0.10 ugIL
Benzo(g,h,i)perylene 0.07 U 0.10 ugIL
Page 31 of35
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QUALITY CONTROL
Spike Source %REC RPD Sanple
Analyte Result MRL Units Level Result %REC Limits RPD Limit Notes
Semivolatile Organic Compounds by GCMS SIM - Quality Control
Batch 6E02002 - EP A 3510C MS
Blank (6E02002-BLK1) Continued Prepared: 05/02/200608:22 Analyzed: 05/03/2006 09:49
I-Methylnaphthalene 0.04 U 0.10 ugIL
Benzo(a)pyrene 0.03 U 0.10 ugIL
Dibenzo( a,h )anthracene 0.05 U 0.10 uglL
Indeno( I ,2,3-cd)pyrene 0.03 U 0.10 uglL
2-Methylnaphthalene 0.05 U 0.10 ugIL
Acenaphthene 0.04 U 0.10 ugIL
Acenaphthylene 0.04 U 0.10 ugIL
Anthracene 0.04 U 0.10 uglL
Chrysene 0.04 U 0.10 uglL
Fluoranthene 0.03 U 0.10 uglL
Fluorene 0.03 U 0.10 uglL
Naphthalene 0.09 U 0.10 ugIL
Phenanthrene 0.03 U 0.10 ugIL
Pyrene 0.03 U 0.10 ugIL
. Surrogate: p-Terphenyl 5.17 ug/L 5.00 103 39-148
LCS (6E02002-BS1) Prepared: 05/02/200608:22 Analyzed: 05/03/2006 14: 19
Benzo(g,h,i)perylene 1.52 0.10 ugIL 2.00 76 23-146
Benzo(a)pyrene 1.93 0.10 ugIL 2.00 96 57-126
Acenaphthene 2.61 0.10 uglL 2.00 130 48-119
Naphthalene 2.35 0.10 uglL 2.00 118 38-138
Surrogate: p-Terphenyl 5.46 ug/L 5.00 109 39-148
Matrix Spike (6E02002-MS1) Source: A602041-01 Prepared: 05/02/200608:22 Analyzed: 05/03/2006 14:36
Benzo(g,h,i)perylene 1.06 0.10 uglL 2.00 0.07U 53 52-155
Benzo(a)pyrene 148 0.10 ugIL 200 0.03 U 74 41-157
Acenaphthene 2.18 0.10 uglL 2.00 0.04 U 109 20-150
Naphthalene 2.01 0.10 ugIL 2.00 0.09U 100 30-112
Surrogate: p-Terphenyl 4.lJ ug/L 5.00 82 39-148
Matrix Spike Dup (6E02002-MSDl) Source: A602041-01 Prepared: 05/02/200608:22 Analyzed: 05/03/2006 14:53
Benzo(g,h,i)perylene 1.04 0.10 ugIL 2.00 0.07U 52 52-155 2 32
Benzo(a)pyrene 148 0.10 ugIL 200 0.03 U 74 41-157 0 30
Acenaphthene 2.35 0.10 ugIL 2.00 0.04 U 118 20-150 8 27
Naphthalene 2.11 0.10 ugIL 2.00 0.09 U 106 30-112 5 33
Surrogate: p-Terphenyl 4.22 ug/L 5.00 84 39-148
Classical Chemistry Parameters - Quality Control
Batch 6026022 - NO PREP
Blank (6D26022-BLK1) Prepared: 04/26/2006 12:40 Analyzed: 04/26/2006 13:00
Hexavalent Chromium 0.005 U 0.03 mglL
Blank (6026022-BLK2) Prepared: 04/27/200609:30 Analyzed: 04/27/200609:40
. Hexavalent Chromium 0.005 U 0.03 mgIL
LCS (6026022-BS1) Prepared: 04/26/2006 12:40 Analyzed: 04/26/2006 13:00
Hexavalent Chromium 0.258 0.03 mgIL 0.250 103 82-113
Page 32 of 35
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QUALITY CONTROL
Analyte
Result
MRL
Units
Spike
Level
Source %REC
Result %REC Limits
RPD
RPD Sanple
Limit Notes
Classical Chemistry Parameters - Quality Control
Batch 6D26022 - NO PREP
LCS (6D26022-BS2) Prepared: 04/27/200609:30 Analyzed: 04/27/200609:40
Hexavalent Chromium 0.281 0.03 mg/L 0.250 112 82-113
Matrix Spike (6D26022-MS1) Source: A602012-01 Prepared: 04/26/2006 12:40 Analyzed: 04/26/2006 13:00
Hexavalent Chromium 0.147 0.03 mg/L 0.250 0.005 U 59 56-131
Matrix Spike Dup (6D26022-MSD1) Source: A602012-0 1 Prepared: 04/26/2006 12:40 Analyzed: 04/26/2006 13:00
Hexavalent Chromium 0.143 0.03 mg/L 0.250 0.005 U 57 56-131 3 10
Batch 6D27018 - Default Prep GenChem
Blank (6D27018-BLK1) Prepared: 04/27/2006 13:05 Analyzed: 04/27/2006 14: 14
Nitrate as N 0.008 U 0.050 mg/L
Nitrite as N 0.007 U 0.050 mg/L
LCS (6D27018-BS1) Prepared: 04/27/200613:05 Analyzed: 04/27/200614:28
Nitrate as N 4.88 0.050 mg/L 5.00 98 90-110
Nitrite as N 4.90 0.050 mg/L 5.00 98 90-110
Matrix Spike (6D27018-MS1) Source: A602008-03 Prepared: 04/27/2006 13:05 Analyzed: 04/27/2006 14:41
. Nitrate as N 5.16 0.050 mg/L 5.10 0.684 88 40-152
Nitrite as N 4.91 0.050 mglL 5.10 0.007 U 96 48-161
Matrix Spike Dup (6D27018-MSD1) Source: A602008-03 Prepared: 04/27/200613:05 Analyzed: 04/27/200614:55
Nitrate as N 5.32 0.050 mg/L 5.10 0.684 91 40-152 3 23
Nitrite as N 5.07 0.050 mg/L 5.10 0.007 U 99 48-161 3 22
Batch 6D27020 - Default Prep GenChem
Blank (6D27020-BLK1) Prepared: 04/27/2006 12:33 Analyzed: 04/28/2006 12:27
Total Kjeldahl Nitrogen 0.04 U 0.05 mglL
LCS (6D27020-BS1) Prepared: 04/27/2006 12:33 Analyzed: 04/28/2006 13:25
Total Kjeldahl Nitrogen 2.33 0.05 mglL 2.50 93 90-110
Matrix Spike (6D27020-MS1) Source: A601928-01 Prepared: 04/27/2006 12:33 Analyzed: 04/28/2006 12:46
Total Kjeldahl Nitrogen 2.71 0.05 mg/L 2.50 0.195 101 90-110
Matrix Spike Dup (6D27020-MSD1) Source: A601928-01 Prepared: 04/27/2006 12:33 Analyzed: 04/28/2006 12:48
Total Kjeldahl Nitrogen 2.58 0.05 mg/L 2.50 0.195 95 90-110 5 10
Batch 6D27021 - Default Prep GenChem
Blank (6D27021-BLK1) Prepared: 04/27/2006 12:33 Analyzed: 04/28/2006 15: 15
Phosphorus 0.02 U 0.03 mglL
LCS (6D27021-BS1) Prepared: 04/27/2006 12:33 Analyzed: 04/28/2006 15:49
Phosphorus 2.54 0.03 mg/L 2.50 102 87-114
Matrix Spike (6D27021-MS1) Source: A601928-01 Prepared: 04/27/2006 12:33 Analyzed: 04/28/2006 15:31
Phosphorus 2.68 0.03 mg/L 2.50 0.0614 105 74-121
Matrix Spike Dup (6D27021-MSDl) Source: A601928-01 Prepared: 04/27/2006 12:33 Analyzed: 04/28/2006 15:32
Phosphorus 2.64 0.03 mglL 2.50 0.0614 103 74-121 2 II
Batch 6E04019 - NO PREP
. Blank (6E04019-BLK1) Prepared: 05/04/2006 11:23 Analyzed: 05/04/2006 13:52
Ammonia as N 0.003 U 0.02 mg/L
LCS (6E04019-BS1) Prepared: 05/04/2006 II :23 Analyzed: 05/04/2006 13:53
Page 33 of 35
.
Analyte
(~
www.encolabs.com
OUALITY CONTROL
Resul t
MRL
Classical Chemistry Parameters - Quality Control
Batch 6E04019 - NO PREP
.
.
LCS (6E04019-BSl) Continued
Ammonia as N
Matrix Spike (6E04019-MSl)
Ammonia as N
Matrix Spike Dup (6E04019-MSDl)
Ammonia as N
Page 34 of35
1.02 0.02 mgIL
Source: A601867-02
628 QM-02 0.02 mgIL
Source: A601867-02
6.26 QM-02 0.02 mgIL
Units
Spike
Level
Source %REC
Result %REC Limits
RPD
RPD Sanple
Limit Notes
Prepared: 05/04/2006 11:23 Analyzed: 05/04/2006 13:53
1.00 102 90-110
Prepared: 05/04/2006 11:23 Analyzed: 05/04/2006 13:56
1.00 6.81 NR 90-110
Prepared: 05/04/2006 11:23 Analyzed: 05/04/2006 13:58
1.00 6.81 NR 90-110 0.3 10
QM-02
QM-02
.
.
.
U
QM-02
QC-5
D
Page 35 of 35
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NOTES AND DEFINITIONS
Analyte included in the analysis, but not detected
The RPD and/or percent recovery for this QC spike sample cannot be accurately calculated due
to the high concentration of analyte inherent in the sample.
Sample was originally analyzed within hold time. However, it was determined that positive
interference was contributing to the sample result. So the sample was reanalyzed at a dilution
to eliminate the interference.
Detected but below the Reporting Limit; therefore, result is an estimated concentration (CLP J-
Flag).
Data reported from a dilution
.
.
APPENDIX 2
Wind and Wave Study
Olsen Associates
.
c1w20S1.01m\docs\planning\c1w downtown boat slips 2006
.
.
.
Clearwater Downtown Boat Slips
Clearwater, Florida
Wind and Wave Study
- -.--....-'ff.'?"
Submitted to
Wade-Trim, Inc.
Renaissance 5, Suite 220
8745 Henderson Road
Tampa, FL 33634
Prepared by
Olsen Associates, Inc.
4438 Herschel Street
Jacksonville, FL 32210
(904) 387-6114
May 2006
olsen
associates. inc.
coastal engineering
.
Clearwater Downtown Boat Slips
Clearwater, Florida:
Wind and Wave Study
Olsen Associates, Inc.
4438 Herschel Street
Jacksonville, Fl 32210
(904) 387-6114
Introduction
.
The City of Clearwater, Florida has proposed construction of a 138 slip public
marina facility adjacent to the Intracoastal Waterway channel along the eastern shoreline
of Clearwater Harbor. The coastal engineering firm of Olsen Associates, Inc. was
contracted by Wade-Trim, Inc. to perform an analysis of wind and wave hazards which
could reasonably be expected to impact the marina infrastructure at some point in its
design cycle. As such, the relative probability of occurrence of waves associated with
wind and storm surge of varying intensity is considered herein.
The results suggest that site conditions throughout the proposed marina locale are
particularly sensitive to waves generated by winds originating from the north and south-
southwest. A typical gale force wind (40 mph) is capable of producing an approximate
2.7 foot high wave at the marina site. Hurricane force winds (74 mph) are capable of
generating well over 4-foot high waves at the marina. Additionally, a condominium
seawall located immediately to the south of the project site may serve as a secondary,
major source of reflected wave energy into the proposed marina basin.
The proposed city boat slips are to be sited at the foot of the Clearwater Memorial
Causeway Bridge. The installation of floating concrete docks is planned both north and
. south of the recently reconstructed bridge. The marina will be most readily accessible
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from the Gulf of Mexico through the federal navigation channel at Clearwater Pass. The
seaward entrance of the 0.75 mile-long inlet is located approximately 1.7 statute milcs to
the wcst ofthc marina site. A vicinity map of the proposed project site, located along the
coast of Pin ell as County, is presented as Figure 1.
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Tides
Refcrence tidal elevations at two observation stations located near thc marina sitc
are listed in Table 1. The stations are both maintained by the National Oceanic and
Atmospheric Administration's National Ocean Servicc (NOS). The Clearwater Bcach
gauge (NOS Station ID: 8726724) was established in 1973 and rcmains currcntly active
in the Gulf of Mexico. The gaugc is located at thc scaward end of the Big 60 Pier. The
Clcarwater Harbor gauge is located within Clearwater Harbor, on a picr at the wcst end of
. Magnolia Drive. Howevcr, it is no longer an active observation station. Referencc
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elevations at the Clearwater Beach station have been adopted for use herein due to its
longcr observation period, currently active status, and the relative similitude between the
benchmark elevations at the two gauges. Unlcss otherwise stated, data contained herein
are reported in feet and refercnced to NA VD88 which is approximately 1.79 feet above
mean lower low watcr (MLL W).
Table 1 - Tidal elevations published at Clearwater Beach, Florida (NOAA I).
Vertical Datums (feet)
Clearwater Harbor Clearwater Beach
Hiahest Observed Water Level (03/13/1993) -- 5.00
Mean Hiaher Hiah Water (MHHW) 0.98 0.95
Mean Hiah Water (MHW) 0.64 0.61
NAVD88 0.00 0.00
Mean Sea Level (MSL) -0.30 -0.31
Mean Tide Level (MTL) -0.31 -0.33
NGVD29 -0.87 -0.86
Mean Low Water (MLW) -1.25 -1.27
Mean Lower Low Water (MLLW) -1.76 -1.79
Lowest Observed Water Level (01/19/1977) -- -4.33
.
Tides at the site are considered mixed semidiurnal meaning there are chiefly two
high tides and two low tides per tidal day (24.8 hours) but the occurrence of each can
vary over time. Thc inconsistent occurrencc of a daily higher-high and/or lower-low
water on a mixed tide cycle can bias computations of mean higher-high and/or lower-low
reference elevations. Such bias can result in frequent occurrences of tides either much
higher than, or lower than, the mcan values. An example I-year prediction of
astronomical tides for the calendar year 2006 is shown in Figure 2. Predicted 2006 tides
at Clearwater Beach suggcst there are a large number of lower-low tide events occurring
at an elcvation that is substantially lower than the published mean lowcr low water
reference (see Figure 2). This observation is important for dcsign of the marina basin
dcpths and for floating dock ramps. The predicted tides shown in the figure also illustratc
the general increase in mean water levcl and high tide elevations that are annually
common in late summer and early fall (coincidcnt with hurricanc season).
.
I Data are available onlinc at http://co-ops.nos.noaa.gov
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Wind Data
Historical meteorological and oceanographic data measured at the Clearwater
Beach observation station were obtained from the National Data Buoy Center (NDBci.
The station records 2-minute averaged wind specds at an elevation of 6.4 meters. Quality
controlled wind data arc available only for the year 2005 at this station. Additional non-
quality controlled wind data measured between July 1995 and thc present are available
for the Clearwatcr Beach anemometcr. A review of these data suggests that the quality of
the raw record is not sufficient for use in the present analysis.
The National Climactic Data Center (NCDC) maintains wind records at select
stations throughout the U.S. Tampa Airport is the location of the NCDC observation
station closest to the study area. Tampa airport (TP A) is located approximately 19 miles
east of the study area. Three-hour wind measurements at TP A from 1949 to the present
were obtained for the present studl, although all data are not in a digital format.
The U.S. Army Corps of Engincers Coastal and Hydraulics Laboratory operates
the Wave Information Studies program (WIS), which is responsible for developing and
maintaining nearshore hindcast wave statistics throughout the Atlantic and Gulf of
Mexico. WIS Station 260 is located approximately 12.9 miles northwest of Clearwater
Pass in a water depth of about 42 feet. Hourly hindcast estimatcs of wind speed and
direction data from WIS Station 260 for the period January 1980 to December 1999 were
obtained for this study4.
Availablc quality controlled data from the following nearby observation stations
were also obtained for roughly the same period as the Clearwater Beach data, 2004 to
2005: Egmont Key, Tarpon Springs, and Port Richey. Figure 3 presents wind rose plots
describing the rclative frequency of speed and dircction reported for the Clcarwater gauge
(2005), WIS hindcast (1980-1999), Egmont Kcy (2004-2005), Tarpon Springs (2004-
2 Online at http://seaboard.ndbc.noaa.gov
3 Data downloaded from NCDC website: http://www.ncdc.noaa.gov/oa/ncdc.html
4 Online at http://frf.usace.army.miVcgi-bin/wis/atl/atl_main.html
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2005), and Port Richey (2004-2005) observation stations. The data are not corrccted for
common anemometer height or averaging period. Thc data suggest that the majority of
the wind events originate between 0 and 135 dcgrees azimuth (north to southeast). The
Clcarwater Bcach, Egmont Key, Tarpon Springs, and Port Richey data suggests that in
2004 and 2005, there were a rather significant perccntage of wind cvcnts which were
dirccted from the north. The WIS data do contain significant northerly winds, but at a
much lower relative frequency of occurrence than the land-based stations. This is an
important finding as a north wind corresponds to a particularly sensitive (long) fetch for
the marina and can give rise to the prcdiction of considerable seas at the site.
Clearwater Beach Gauge: 2005
270
Speed (mph)
.<=5
0>5-10
.>10 - 20
. >20 - 30
67.5 . >30
.
180
WIS Station 260: Jan 1980 to Dee, 1999
270
Speed (mph)
.<=5
0>5-10
. >10 -20
. >20 - 30
.>30
.
Figure 3 -Wind speed (mph) and direction (deg north) near the study area.
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Egmont Key, FL Gauge: July 2004 to Oct. 2005
.
270
180
Tarpon Springs, FL Gauge: Jan, 2004 to Dee, 2005
.
Port Richey, FL Gauge: Jan. 2004 to Dee, 2005
Speed (mph)
.<=5
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. >20 - 30
.>30
180
.
Figure 3 (cont'd) -Wind speed (mph) and direction (deg north) near the study area.
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Maximum sustained wind speeds measured at these stations vary from 33 mph
(Tarpon Springs) to over 56 mph (WIS data). Other reported maximum winds adjusted
to 10-meter elevation include: Clearwater Beach: 51 mph, Egmont Key: 51 mph, Port
Richey: 47 mph. It is important to note that the Tarpon Springs gauge is in a sheltered
location.
Tropical Storm Data
.
NOAA Coastal Services Centcr maintains a database containing tracking
information for all recorded Atlantic tropical cyclones occurring between 1851 and
20055. This database includes measured wind data for tropical, extratropical, subtropical
and extratropical cyclone evcnts. The current study identified 24 and 56 storm events in
the 155 year record which passed within 25 and 50 nautical miles (nm) of Clearwater,
Florida, respectively. Maximum sustained wind speeds associated with each passing
storm, within 25 or 50-nm radius, were extracted from the NOAA database. NOAA
defines maximum sustained winds using one-minute averaged wind speed recorded at the
standard meteorological height of 10 meters.
Because most tropical storms exhibit a "radius-to-maximum winds" distance of
about 20 to 30 nm, it is reasonably assumed that meteorological conditions within a 25-
nm radius are capable of impacting the project site at the intensity reported by NOAA.
Expanding the search radius to 50 nm allows consideration of many more storms; thus,
the frequency of occurrencc of a given evcnt is numerically increased. However, storms
with small radius-to-maximum-winds, occurring along the pcriphcry of the 50-nm search
window, will not impact the project site with the storms' maximum reported winds. On
thc other hand, a storm passing between 25 and 50 nm from the site with a large radius-
to-maximum-winds would fully impact the marina site. In sum, the historical rccord of
storms passing within 25 nm of the site represents the minimum (lcast-conservative)
estimated occurrence of tropical winds at the site; while the storm record within 50 nm
.
5 http://hurricane.csc.noaa.gov!hurricanes/index.htm
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reprcsents a high-end (more conservative) cstimated occurrence of tropical winds at the
site.
Tables 2 and 3 list the storms passmg within 25 and 50 nm of the site,
respectively. The storm category designations in the tables are as follows: HI, H2, and
H3 = Category 1, 2, and 3 hurricanes; TS = tropical storm; TD = tropical depression; SS
= subtropical storm; L = low; E = extratropica1 storm. The storm category listed for each
storm is based upon wind speed, per the Saffir-Simpson hurricane scale.
Table 2 - Cyclones passing within 25-nm of Clearwater, Fl (1851-2005).
.
Rec YEAR MONTH DAY STORM NAME WIND SPEED (moh) CATEGORY
1 1852 9 11 NOTNAMED 81 H1
2 1872 10 23 NOTNAMED 58 TS
3 1873 9 23 NOTNAMED 58 TS
4 1878 9 10 NOTNAMED 104 H2
5 1886 7 18 NOTNAMED 81 H1
6 1887 10 30 NOTNAMED 46 TS
7 1892 10 24 NOTNAMED 52 TS
8 1898 8 2 NOTNAMED 40 TS
9 1899 10 5 NOTNAMED 58 TS
10 1903 9 12 NOTNAMED 63 TS
11 1921 10 25 NOTNAMED 121 H3
12 1930 9 9 NOTNAMED 40 TS
13 1937 7 29 NOTNAMED 46 TS
14 1946 10 8 NOTNAMED 75 H1
15 1947 9 23 NOTNAMED 58 TS
16 1950 9 4 EASY 127 H3
17 1959 6 18 NOTNAMED 35 TD
18 1960 9 25 FLORENCE 29 TD
19 1969 10 5 JENNY 29 TD
20 1974 6 25 SUBTROP1 52 SS
21 1990 10 11 MARCO 46 TS
22 1991 7 1 ANA 23 L
23 2003 9 6 HENRI 35 TD
24 2004 9 6 FRANCES 63 TS
.
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Table 3 - Cyclones passing within 50-nm of Clearwater, FI (1851-2005).
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Rec YEAR MONTH DAY STORM NAME WIND SPEED (mph) CATEGORY
1 1852 9 11 NOTNAMED 81 H1
2 1858 9 14 NOTNAMED 69 TS
3 1872 10 23 NOTNAMED 58 TS
4 1873 9 23 NOTNAMED 58 TS
5 1874 9 28 NOTNAMED 81 H1
6 1878 9 10 NOTNAMED 104 H2
7 1880 10 8 NOTNAMED 81 H1
8 1880 8 30 NOT NAMED 69 TS
9 1886 7 19 NOTNAMED 81 H1
10 1887 10 30 NOTNAMED 46 TS
11 1888 9 9 NOTNAMED 52 TS
12 1892 10 24 NOTNAMED 52 TS
13 1898 8 2 NOTNAMED 40 TS
14 1899 10 5 NOTNAMED 58 TS
15 1903 9 12 NOTNAMED 63 TS
16 1909 6 29 NOTNAMED 40 TS
17 1911 10 31 NOTNAMED 40 E
18 1921 10 25 NOTNAMED 121 H3
19 1925 12 1 NOTNAMED 75 H1
20 1928 8 13 NOTNAMED 63 TS
21 1930 9 9 NOT NAMED 40 TS
22 1933 7 31 NOTNAMED 63 TS
23 1933 8 1 NOTNAMED 46 TS
24 1933 9 4 NOTNAMED 63 TS
25 1935 9 4 NOTNAMED 109 H2
26 1935 11 8 NOTNAMED 17 TD
27 1937 7 30 NOTNAMED 46 TS
28 1939 8 12 NOTNAMED 69 TS
29 1940 8 3 NOTNAMED 40 TS
30 1941 10 6 NOTNAMED 109 H2
31 1941 10 22 NOTNAMED 29 TD
32 1944 10 19 NOTNAMED 75 H1
33 1945 6 24 NOTNAMED 92 H1
34 1945 9 5 NOTNAMED 40 TS
35 1946 10 8 NOTNAMED 75 H1
36 1947 9 23 NOTNAMED 58 TS
37 1949 8 27 NOTNAMED 115 H3
38 1950 9 5 EASY 127 H3
39 1959 6 18 NOTNAMED 35 TD
40 1960 9 25 FLORENCE 29 TD
41 1968 10 19 GLADYS 81 H1
42 1969 10 5 JENNY 29 TD
43 1974 6 25 SUBTROP1 52 SS
44 1982 6 18 SUBTROP1 46 SS
45 1983 8 25 BARRY 29 TD
46 1984 9 28 ISIDORE 52 TS
47 1988 11 23 KEITH 63 TS
48 1990 10 11 MARCO 63 TS
49 1991 6 30 ANA 23 L
50 1995 8 2 ERIN 58 TS
51 1995 8 24 JERRY 40 TS
52 2001 9 14 GABRIELLE 69 TS
53 2002 9 5 EDOUARD 23 TD
54 2003 9 6 HENRI 35 TD
55 2004 9 26 JEANNE 86 H1
56 2004 9 5 FRANCES 69 TS
.
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Figure 4 plots the frequency of occurrence for both the 25 and 50 nm radii. The
figure includes 95-percent confidence limits for each return period curve. Recurrence
intervals for wind speed associated with each passing storm were computed by fitting the
historic cyclone data to a Weibull distribution for both the 25 and 50 nm datasets. The
resulting wind speed versus return period relationships produce a range from which to
describe the likelihood of recurrence for a given wind event. For example, from Figure
4, a 74-mph Category I hurricane wind represents a 25-year event (when viewed only in
the context of storms passing within 25 nautical miles) or could represent a 10- year event
(when viewed in the context of storms passing within 50 nautical miles).
.
The overall small number of storms relative to the lcngth of the record combined
with a lack of high-frequency storm data results in increased unccrtainty for predictions
of the highest frequency events (e.g. less than 10-years). This is particularly true of the
25-nm dataset. For this reason, available short-term hindcast data were used to derive
appropriate return periods for the two high-frequency storms -- 28 and 40 mph wind
events. Inspection of the 19-year WIS wind rccord indicates that winds exceeding 28
mph occurred in about 1,635 hourly measurements comprising at least 26 separate storm
events. This would suggest that a strong wind on the Beaufort scale (28 mph) is at least
an annual occurrence. Over the same period, the data indicate that there were 5 storm
events which were stronger than a Beaufort gale force wind (40 mph), suggesting that the
gale condition is about a 4 year occurrencc, on average.
Wind Speeds Selected for Analysis
The present study examined waves gcnerated by 5 design wind conditions,
indicated in Figure 4 and listed in Table 4. Estimated return periods arc presented as a
range of values, which are based on the results of the aforementioned extrcmal wind
analyses for both the 25 and 50-nm storm records (see Figure 4).
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The probability that a given storm will occur over a 50-year period of interest is
also given in Table 4. For example, over a 50-year period, the likelihood that a category
1 hurricane6 (74 mph winds) will impact the projcct site is predicted to be between 87 and
99 percent. The data suggest that a gale force wind7 (40 mph) has a 99.6 percent chance
of occurrence (or better) over a 50-ycar period.
The storm conditions evaluated represent two high-frequency and three low-
frequency storm events: a strong brceze (28 mph, 10-minute averaged), a gale (40 mph,
lO-minute averaged), and Category I (74 mph, I-minute averaged) 2 (96 mph, I-minute
averaged) and 3 (Ill mph, I-minute averaged) hurricanes. It is recognized that the
hurricanc level storm events exceed the client's preliminary design expectations for the
marina infrastructure (Wade-Trim and Delta Seven, Fowler-White, 2003); nevertheless, it
is important to consider severe events for planning purposes and risk estimation. For
comparison, current building codes for Pinellas County require consideration of 123 mph
winds (3-second gust) in determining wind loads on habitable structurcs located in the
immediate vicinity of the proposed marina (Florida Building Code s. 1606.6).
6 Using the Saffir-Simpson hurricane scale
7 Using the Beaufort wind scale
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4 5 6 7 8 9 20
10
Return Period (years)
Figure 4 - Continuous wind speed versus return period. Hurricane force winds arc
defined using a I-minutc averagcd wind spced from the Saffir-Simpson
classification scale. Gale forcc and strong brccze conditions are based on thc
Bcaufort wind scale for ship observations, which are assumed to approximate
10-minute average winds.
150
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125
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Table 4 - Return period of design wind conditions.
Storm Winds Return Period (years) Chance of Occurrence
(mph) over 50-years (percent)
Strana Breeze 28 1 100
Gale 40 4 100
Storms Passing Within Storms Passing Within
50 nmi 25 nmi 50 nmi 25 nmi
CAT 1 74 10 25 99 87
CAT 2 96 25 50 87 64
CAT 3 111 50 100 64 39
Storm Surge Data
Storm surge elevation data for Pinellas County, as a function of return period,
were available from several sources. These include FEMA (2005) estimates for Pinellas
County and storm tides predicted by Dean et al. (1995) and Ho and Tracey (1975) are
. made at points along the Gulf of Mexico shoreline. Table 5 lists the available estimates
of the 10, 50, 100, and 500 year storm surge elevations. Published surge elevations have
been adjusted to a common vertical datum (NA VD88).
The FEMA (2005) estimates of storm surge are the most recent predictions and
represent conditions near the site, within Clearwater Harbor. As such, the FEMA
estimates of storm surge were used as input to the wave hindcast computations. For the
100-year storm surge, FEMA reports estimates which includes additional wave setup in
order to acknowledge wave reformation across the harbor in the event that the barrier
island is overtopped as well as estimates without additional wave setup.
.
Figure 5 plots the available estimates of storm surge as a function of recurrence
interval. Applicable increases in local water level attributable to astronomical tides are
included in the final wave hindcast computations. In this analysis, high-frequency storm
events which were not accompanied by storm surge were assumed to occur at high tide,
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which is about 0.6 feet abovc NA VD, on averagc. Storm events which consider thc
effect of storm surge include astronomical tide in the prcdicted surge elevations.
Table 5 - 10, 50, 100, and 500 year recurrence of storm surge. Includes effects ofwave
setup, astronomical tide, barometric pressure, and wind strcss.
Storm Surqe Elevation (ft, NAVD)
FEMA Ho and
Return Period (years) (2005) Dean et al. (1995) Tracey
(1975)
10 4.7 3.4 4.8
50 8.0 9.0 10.8
100 10.5 10.6 13.6
500 12.5 13.8 17.9
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Figure 5 - Storm surge vcrsus rcturn interval.
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Wind Fetch
Figure 6a illustrates the study area based upon a nautical chart of the proposed
marina site and surrounding waterways. Soundings arc reported in feet and referenced to
mean lower low water (MLL W). Five potentially limiting fetch directions have been
overlaid on the chart, and thc distance of each fetch is noted. Fetch is defincd as the
distance over which a presumed, rclatively constant wind can blow over water from a
given direction. The wave height generated by a constant wind blowing for a sufficient
duration is proportional to fetch distance and potentially limited by local water depths.
The bathymetry and land masses which bound Clearwater Harbor suggest that the
greatest fetch distanccs are oriented towards the north and south-southwest. These
fetches are 5.8 and 3.8 statute milcs in lcngth, respectively. In total, the following five
fetch directions are considered in this analysis:
.
. Fetch A N-5.8 mi;
. Fetch B NNW-2.8 mi;
. Fetch C WNW-1.5 mi;
. Fetch D SW-2.4 mi; and
. Fetch E SSW-3.8mi.
Average depths across each fetch were cstimated by inspection from the nautical chart
shown in Figure 6a.
There are multiple emergent shoals, natural and man-made, within Clearwater
Harbor indicated on the nautical chart. The aforementioned fetch angles, while narrow,
do not intersect these shoal features. According to the Shore Protection Manual no
adjustment is required when hindcasting waves along narrow fctch lengths (USACE
1984, P 3-51).
Other Wave Sources
.
In addition to wind gcnerated wavcs, the present study considered the possibility
that waves passing through Clearwater Pass could impact the proposcd marina (sce
Figure 6b). The marina site is almost one mile from a fixed bridge at the east boundary
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of Clearwater Pass. Based on the theory describing the diffraction of waves through an
inlet, the marina site is too far from the opening to be at risk for typical ocean swells
(USACE, 1984). Further, the bathymetry becomes sufficiently complex inside the harbor
that any wave would be expected to potentially lose energy through breaking.
The Pierce 100 condominium is located immediately adjacent to the south side of
the proposed marina site. The footprint of the building extends into Clearwater Bay and
is visible in Figure 6b. A photograph of the condominium property is shown in Figure
6c. The property is surrounded by a vertical concrete seawall, which could potentially
reflect waves into the marina basin. Ordinary boat wake reflected off the seawall into the
marina could prove to be an operational nuisance for boats berthed within the southern
portion of the marina. Construction of a rip-rap or rock revetment structure along the
western face of the protruding seawall is highly recommended for the purposes of
absorbing wave energy impacting the seawall and reducing any reflected wave height.
Moreover, a spur (or a seaward extension of the revetment) or some other type of wave
baffle structure at this general location should be considered. As drawn, the conceptual
layout for the preferred marina plan exhibits a sizeable entry point to the interior basin
from wave energy originating from the southerly quadrant. During the next phase of
work, this design issue should be addressed along with the probability of wave reflection
from the Pierce 100 condominium seawall. Since the City controls the submerged
bottom lands seaward of the condominium parcel, a structural solution at this location
should be permittable. In this regard, armoring of the seawall would be mutually
beneficial to both the City and the condominium association in that it would afford
substantial protection to the private property during extreme storm events.
Similarly, during extreme storm events it will be highly desirable to absorb
incident wave energy along the entirety of the City owned seawall which extends across
the landward side of the proposed marina site. Without same, there will be some level of
storm where problematic seawall reflected wave energy and associated standing waves
will occur within the marina. Such conditions can serve to accelerate the destruction of
floating (and fixed) dockage within the basin. Revetting of the seawall is therefore a
17
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.
highly recommended action. Note - as with the Pierce 100 condominium seawall, a
properly designed rock revetment can scrve to reduce future damage to the seawall and
adjacent infrastructure during extremc storm events.
'.......
.
.
18
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.
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Figure 6b - Theoretical wave train entering Clearwater Harbor.
.
20
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.
.
Figure 6c - Proposed marina basin on 12/1512005, facing south. The Pierce 100
condominium property is visible behind thc causeway bridge.
Probability of Wave and Wind Direction
The estimated probability of occurrence for a gIven wind specd is prescnted
herein without respect to direction. It is recognizcd that the probability of winds
occurring from a particular direction is, in reality, less than the likelihood of occurrencc
from any dircction. Historically, winds associated with tropical cycloncs of various
magnitudes have impacted (and will continuc to impact) the study arca from multiplc
directions (scc Figures 7a and 7b), and the prescnt study cannot conservativcly
recommend adjusting thc recurrcnce intervals based on direction or storm track angle.
The proposed marina is most vulncrablc to waves originating from north and
. south-southwest winds, or fctch A and E, respectively. Scenarios involving tropical
21
olsen associates, inc.
.
. 22N
20N
.
storm passage which could theoretically producc these wind pattcrns include but are not
limited to: (1) a cyclonic storm traveling shore-parallel (south winds), and (2) a cyclonic
storm moving over land, east of the site (north winds).
Tropical Cyclones of the Americas (Atlantic events, 1851-2003)
34N
32N
30N
28N
26N
24N
18N
16N
14N
12N
10N
8N
6N
-84E -82E -80E -78E -76E -74E -72E -70E -68E -66E -64E -62E -60E
22
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.
Figure 7a - Historic Atlantic cyclone tracks 1851 to 2003 demonstrate thc historical
precedent for cyclone strikes from multiple directions.
I I I I I I I I
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.
Figure 7b - Historic Atlantic cyclone tracks 1851 to 2003 in the vicinity of sitc. Figure
docs not include all storms referenced in Tables 2 and 3.
.
23
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.
Wave Hindcast Methodology
For each of the five fetches considered, the predicted wave height and period
generated by a given wind and surge condition was computed using thc methodology
identified in the Shore Protection Manual for shallow-water conditions (USACE, 1984).
For computational purposes, one-minute averaged wind speeds used to define
hurricane conditions were converted into 10-minute averaged wind speeds using the
methodology described in the Shore Protection Manual (USACE 1984) and the Coastal
Engineering Manual (Resio et al. 2002). This method results in a reduction in wind
speed of approximately 15.6 percent from I-minute to lO-minute averaged winds.
Storm conditions defined on the Beaufort wind scale (strong breeze and gale
winds) are historically associated with marine (shipboard) observations which, when
. professionally measurcd, should approximate 10-minute average winds; thus, no
adjustment for averaging period was made for computational purposes.
Applicable storm surge heights were added to average depths typifying each
fetch. They were selected based on the data shown in Figure 5, where the return period
corresponds to that of the wind speed being considered. The still water lcvel for events
where storm surge was not considered was assumed to be equal to mean high tide, or
about 0.6 feet above NA YD. No storm surge was added to the annually occurring strong
breeze (28mph) event. For the galc force event (40 mph), 0.5 feet of additional storm
tide was added to the mean high tidc elevation, 1.1 feet above NA VD total.
.
24
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.
Results
The data suggest that the proposed site is effectively fetch-limited, meaning wave
growth is limited by the fetch distance not the duration of the wind. The sea conditions
listed in the table are theoretically gcnerated from a constant wind lasting less than one-
halfhour, in most cases. As previously discussed, the largest waves capable of impacting
the site can originate from a north or south-southwest wind, however significant seas may
also be generated during a southwest wind of similar intensity. Wave heights indicated
by this analysis are not large enough to theoretically break given the average depths along
each fetch; however, sudden changes in bathymetry could affect local wave growth
patterns.
.
Table 6 presents hindcast wave estimates for each fetch direction without the
addition of storm surge and includes the minimum wind duration required to raise the
predicted hindcast wave. Wind events not sustained for the minimum duration would
produce lower wave heights which were duration limited. This simulation reflects
conditions present in the evcnt that storm passage occurred at high tide but did not
produce elevated water levels or there was a drawdown experienced within the harbor.
Due to the deeper still water lcvels south of the marina site, the largest predicted waves
under a no surge condition are from the south-southwest fetch. It is highly unlikely,
however, that a storm of hurricane strength would impact the area and not produce at
least some levcl of storm surge. Predicted wave conditions generated by south-southwest
winds of varying intensity are as follows:
· Strong Breeze (28 mph): Sig. wave height = 1.6 ft, Period = 2.5 seconds
(The north fctch is capable of producing similar results for this wind condition.)
· Gale (40 mph): Sig. wave hcight = 2.3 feet, Period = 2.9 seconds.
· Cat 1 hurricane (74mph): Sig. wave height = 3.3 feet, Period = 3.4 seconds.
· Cat 2 hurricane (96mph): Sig. wave hcight = 4.1 feet, Period = 3.7 seconds.
· Cat 3 hurricane (111 mph): Sig. wave height = 4.5 feet, Pcriod = 4.0 seconds
.
Table 7 presents the results of the hindeast computations for each fetch direction
including the cffccts of storm surge. Results are given as a range of wave heights which
25
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correspond to the variation in recurrence interval of wind as defmed by the historic storm
record within a 25 and 50 nm radius about the sitc. In most cases, the resulting hindcast
wave heights vary by less than 0.5 feet.
For a given wind speed, hindcast wave heights based on historical wind data
within a 25 nm radius are larger than those derived from the data observed out to 50 run.
Historical wind data suggest that a specific wind event is more likely to reoccur within 50
nm of the site than within 25 nm (see Figure 4). Accordingly, lower-frequency storms
(i.e. those from 25 nm data) correspond to events associated with higher storm surge
elevations, which yield larger wave height predictions. Wave periods for each
computation were nearly identical and have been combined for simplicity. The highest
wave conditions gencrated by winds of varying intensity and occurring within 25 nm of
the site are predicted as follows:
. Strong Breeze (28 mph): Sig. wave height = 1.6 ft, Period = 2.6 seconds. (north wind)
. Gale (40 mph): Sig. wave height = 2.2 ft, Period = 3.1 seconds. (north wind)
. . Gale (40 mph): Sig. wave height = 2.3 ft, Period = 2.9 seconds. (SSW wind)
. Cat I hurricane (74mph): Sig. wave height = 4.2 ft, Period = 3.9 seconds. (north wind)
. Cat 2 hurricane (96mph): Sig. wave height = 5.6 ft, Period = 4.3 seconds. (north wind)
. Cat 3 hurricanc (1 1 Imph): Sig. wave height = 6.9 ft, Period = 4.7 seconds. (north wind)
The following recurrence intervals correspond with the aforementioned storm evcnts.
Estimates are based on wind specds associated with storms passing within 25 nm of the
site between 1851 and 2005, as reported by NOAA Coastal Services Center:
. I-year: strong breeze (28 mph)
. 4-years: gale (40 mph)
. 25-years: Category 1 hurricane (74 mph)
· 50-years: Catcgory 2 hurricane (96 mph)
. 100-years: Category 3 hurricane (Ill mph)
.
26
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Table 6 - Wave hindcast for each fetch, does not include storm surge. Assumes passage
at mean high tide.
.
Fetch A Length 5.76 miles
Ava. Depth 5.5 ft, NAVD Hindcast Prediction
Winds Return Period MHW Tide Total Depth Wave Wave Duration
Storm (ft above NAVD) Period
(mph) (years) NO SURGE (ft, NAVD) Height (ft) (sec) (min)
Strono Breeze 28 1 0.6 6.2 1.6 2.6 45
Gale 40 4 0.6 6.2 2.1 3.0 35
50 nmi 25 nmi
CAT 1 74 10 25 0.6 6.2 2.9 2.6 25
CAT 2 96 25 50 0.6 6.2 3.4 3.9 20
CAT 3 111 50 100 0.6 6.2 3.7 4.2 18
Fetch B Length 2.4 miles
Ava. Depth 5.8 ft, NAVD
Strono Breeze 28 1 0.6 6.4 1.3 2.2 28
Gale 40 4 0.6 6.4 1.8 2.5 22
50 nmi 25 nmi
CAT 1 74 10 25 0.6 6.4 2.7 3.0 16
CAT 2 96 25 50 0.6 6.4 3.3 3.3 13
CAT 3 111 50 100 0.6 6.4 3.7 3.5 12
Fetch C Length 1.5 miles
Ava. Depth 4.3 ft, NAVD
Strono Breeze 28 1 0.6 4.9 1.1 1.9 20
Gale 40 4 0.6 4.9 1.5 2.2 16
50 nmi 25 nmi
CAT 1 74 10 25 0.6 4.9 2.2 2.6 11
CAT 2 96 25 50 0.6 4.9 2.7 2.8 9
CAT 3 111 50 100 0.6 4.9 3.0 3.0 8
Fetch 0 Length 2.37 miles
Ava. Depth 7.8 ft, NAVD
Strono Breeze 28 1 0.6 8.4 1.4 2.2 29
Gale 40 4 0.6 8.4 2.0 2.5 23
50 nmi 25nmi
CAT 1 74 10 25 0.6 8.4 3.1 3.0 17
CAT 2 96 25 50 0.6 8.4 3.8 3.3 14
CAT 3 111 50 100 0.6 8.4 4.3 3.5 12
Fetch E Length 3.79 miles
Ava. Depth 7.8 ft, NAVD
Strona Breeze 28 1 0.6 8.4 1.6 2.5 39
Gale 40 4 0.6 8.4 2.3 2.9 30
50 nmi 25 nmi
CAT 1 74 10 25 0.6 8.4 3.3 3.4 22
CAT 2 96 25 50 0.6 8.4 4.1 3.7 18
CAT 3 111 50 100 0.6 8.4 4.5 4.0 16
.
27
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.
.
Table 7 - Wave hindcast for each fetch, includes applicable storm surge. Assumes
passage at mean high tide.
Fetch A Lenath 5.76 miles I
Ava. Deoth 5.5 ft NAVD I Hindcast Prediction
Winds Estimated Return Storm Surge Total Depth Significant Wave Wave Duration
Storm Period
(mph) Period (years) (ft above NAVD) (ft, NAVD) Height (ft) (see) (min)
Strano Breeze 28 1 0.6 6.2 1.6 2.6 45
Gale 40 4 1.1 6.7 2.2 3.1 35
50nmi 25nmi 50 nmi 25 nmi 50 nmi 25nmi 50 nmi 25nmi
CAT 1 74 10 25 4.7 6.0 10.3 11.5 3.9 4.2 3.9 30
CAT 2 96 25 50 6.0 8.0 11.5 13.6 5.1 5.6 4.3 25
CAT 3 111 50 100 8.0 10.5 13.6 16.0 6.3 6.9 4.7 24
Fetch B Length 2.4 miles I
Ava. Deoth 5.8 ft NAVD I
Strano Breeze 28 1 0.6 6.4 1.3 2.2 28
Gale 40 4 1.1 6.9 1.9 2.5 22
50nmi 25nmi 50 nmi 25 nmi 50 nmi 25nmi 50nmi 25nmi
CAT 1 74 10 25 4.7 6.0 10.5 11.8 3.3 3.5 3.1 18
CAT 2 96 25 50 6.0 8.0 11.8 13.8 4.4 4.7 3.5 15
CAT 3 111 50 100 8.0 10.5 13.8 16.3 5.4 5.7 3.7 14
Fetch C Length 1.5 miles I
Ava. Deoth 4.3 ft NAVD I
Strano Breeze 28 1 0.6 4.9 1.1 1.9 20
Gale 40 4 1.1 5.4 1.5 2.2 16
50nmi 25nmi 50 nmi 25 nmi 50nmi 25nmi 50nmi 25nmi
CAT 1 74 10 25 4.7 6.0 9.0 10.3 2.8 2.9 2.7 13
CAT 2 96 25 50 6.0 8.0 10.3 12.3 3.7 3.9 3.0 11
CAT 3 111 50 100 8.0 10.5 12.3 14.8 4.6 4.8 3.2 10
Fetch D Lenath 2.37 miles I
Ava. Deoth 7.8 ft NAVD I
Strano Breeze 28 1 0.6 8.4 1.4 2.2 29
Gale 40 4 1.1 8.9 2.0 2.5 23
50nmi 25nmi 50nmi 25 nmi 50nmi 25nmi 50nmi 25nmi
CAT 1 74 10 25 4.7 6.0 12.5 13.8 3.5 3.6 3.1 18
CAT 2 96 25 50 6.0 8.0 13.8 15.8 4.7 4.9 3.5 15
CAT 3 111 50 100 8.0 10.5 15.8 18.3 5.6 5.9 3.7 14
Fetch E Length 3.79 miles I
Ava. Deoth 7.8 ft NAVD I
Strano Breeze 28 1 0.6 8.4 1.6 2.5 39
Gale 40 4 1.1 8.9 2.3 2.9 31
50nmi 25nmi 50 nmi 25 nmi 50 nmi 25nmi 50nmi 25 nmi
CAT 1 74 10 25 4.7 6.0 12.5 13.8 4.0 4.2 3.5 24
CAT 2 96 25 50 6.0 8.0 13.8 15.8 5.3 5.6 4.0 21
CAT 3 111 50 100 8.0 10.5 15.8 18.3 6.3 6.7 4.2 19
28
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Summary
Tables 6 and 7 present predicted wave hcights and periods associated with given
wind events ranging in intensity from a strong breeze (28 mph) to category 3 hurricane
(111 mph). The estimate of frequcncy of occurrence for each wind event is based upon
the 154-year historical rccord of storms passing within 25- and 50-nm of the project site.
The historical record of wind speeds passing within 25-nm of the site represents the
maximum estimated return period of tropical winds; while the storm record within 50-nm
represents a more conservative estimated occurrence of tropical winds at the site.
.
The highest waves are predicted to originate from winds blowing along fetch
lengths oriented towards thc north and south-southwest. In general, storm winds
occurring along these fetch lengths requirc a minimum duration of less than 30 minutes to
raise the predicted waves. Maximum wave heights vary from 1.6 feet to about 6.9 feet,
depending on the intensity of the given wind event. Corresponding wave periods vary
between 2.6 and 4.7 seconds.
In addition to the possibility of waves directly affecting the project site, the
vertical concrete seawall at the Pierce 100 condominium could potentially reflect wave
energy into the marina basin. The potential for wave reflection into the boat basin exists
for not only storm waves but ordinary boat wakc as wcll. Armoring of the seawall with a
rip-rap or rock revetment structure would reduce the likelihood of wave rcflection and be
mutually beneficial to both the City and condominium association.
Similarly, the vcrtical concrete wall which spans the landward site of the marina
basin could potentially reflect wavc cnergy transmitted into the basin during major storm
events. This reflection could hasten the destruction of floating and fixed dockage within
the marina. Construction of a revetment structure along the seawall is highly
recommended. Such a structure would not only absorb wave encrgy but also serve to
protect the seawall and upland infrastructure during storm events.
.
29
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.
.
.
References
Dean, R.G, Chiu, T.Y., and Wang, S.Y. (1995) "Combined Total Storm Tide Frequency
Analysis for Pine lIas County, Florida." Sponsored by Bureau of Beaches and
Coastal Systems. Division of Environmental Protection. Submitted to Beaches
and Shores Resource Center Institute of Science and Public Affairs. Florida State
University. March 1995, Addendum added November 2000.
FEMA (2005). "Flood Insurance Study. Pine lIas County, Florida and incorporated
Areas." Federal Emergcncy Management Agcncy. Rcvised May 17, 2005.
Ho, Francis P. and Traccy, Robert J. (1975). "Storm Tide Frcquency Analysis for thc
Gulf Coast of Florida From Cape San Bias to St. Petersburg Beach." NOAA
technical memorandum NWS HYDRO-20. Officc of Hydrology Silver Spring,
Md. April 1975.
Resio, D., Bratos, S., and Thompson, E. 2002. Meteorology and Wave Climate. In:
Vincent, L., and Demirbilek, Z. (editors), Coastal Engineering Manual, Part II,
Hydrodynamics, Chapter II-2, Engineer Manual lI1O-2-1100, U.S. Army Corps
of Engineers, Washington, DC.
USACE (1984). Shore Protection Manual. Coastal Engineering Research Center
Department of the Army Waterways Experiment Station. Vicksburg, Mississippi.
Wade- Trim and Delta Seven Fowler White (2003). "Clearwater Bayfront Marina
Feasibility Study." Prepared for the City of Clearwater, Florida. Scptember 15,
2003.
30
olsen associates, inc.
.
APPENDIX 3
Sample Dock Construction Plans
.
.
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MAIN WALK UNIFLOATS AVAILABLE IN NOMINAL WIDTHS OF 5' TO 12',
FINGER UN/FLOATS TYPICALLY 3' TO 8' IN NOMINAL WIDTH.
GALVANIZED STEEL THRU RODS 3/4"1ll, QUANTITY AS REQUIRED BY DESIGN.
GALVANIZED 4" SHEAR PLATE AS REQUIRED BY DESIGN,
GALVANIZED 4" SPLIT RING AS REQUIRED BY DESIGN.
GALVANIZED HEAVY DUTY FLAT WASHER TYPICAL @ EACH THRU ROD,
GALVANIZED HEX NUT TYPICAL @ EACH THRU ROD,
PVC THRU ROD TUBE.
SOLID POLYSTYRENE CORE.
#3 EPOXY COATED REBAR AS REQUIRED BY DESIGN.
2" X 2" X 14 go, WELDED WIRE MESH, GALVANIZED.
STAINLESS STEEL 3/4"1ll STUDS W/ FERRULE LOOP INSERTS AS REQUIRED.
TIMBER WALER SYSTEM, SIZED BY DESIGN.
WOOD RUBSTR/P.
GALVANIZED STEEL WELDMENTS.
FIBERGLASS OR MDPE PLASTIC FILLER PANEL.
GALVANIZED PILE GUIDE W/ UHMW ROLLERS OR RUB PADS.
GALVANIZED PILE HOOP FOR TIMBER PILES.
PRELIMINA 1.
Not For Construction'
5,
6.
7,
8,
9,
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11.
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13.
14.
15,
16,
17.
18.
Bellingham
TYPICAL UN/FLOAT DOCK CONSTRUCTION
1813 Dennis Street
Jacksonville, FL 32204
TEL: (904) 358-3362
@ FAX: (904) 354-4818
This drawing contains proprietary information which is the property
of BELLINGHAM MARINE INDUSTRIES, INC" and shall not be copied,
reproduced, or made available to third parties without prior written
permission from BELLINGHAM MARINE INDUSTRIES, INC,
MARINE
.
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MARINE
This drawing contains proprietary information which is the property
of BELLINGHAM MARINE INDUSTRIES, INC" and shall nat be copied,
reproduced, or made available to third parties without prior written
permission from BELLINGHAM MARINE INDUSTRIES, INC.
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FENDERS
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12
4
4
2
4
8
8
6
8
2
1
2
2
21
40
o
o
o
o
o
.~ I
~-l
<~ ~
DETAIL PART B I
PLASTIC MESH STANDOFF
SIDE 4N X 4" MESH
~.._..J]
C
C
10" MESHll
OVERLAP
N
DETAIL PART K
SECTION B-B
NOTE:
rr
12'-4",
rE
. , IIBND IN CINTIR
L DETAIL PART G
99,00
30,00
DETAIL PART M
I 4'-9"
fj_/
L DETAIL PART N
INTERIOR WALL MESH
A
rr10" MESH
OVERLAP
E
D
4" I 4" I #4 1t'IRE MESH MATS
48" I 80"
2 1/2"
4 1/2"
CUTOUT TO ACCOMMODATE ELECTRICAL CONDUIT
PLASTIC MESH STANDOFF
#3 BAR 30" LG.
F
HEAVY WHEELS EVENLY SPACED
G
.
...
...
I
'C?
1
g"
N
G
UGHT WHEELS SPACED EVERY 3'
#3 BAR 30" LG.
SIDE 4" X 4" MESH
F
-,
L
L
11'-10 1/2"
1'-2"
1'-10N
D
2'-6"
SECTION A-A
UGHT WHEELS EVENLY SPACED
MESH BILLS AND DETAILED
SEE 850 MESH DETAIL PRINT
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BY SHORBJUSl'lR INCINKIIUNC
1 SRORlJaSl'lR OIUJ'8, INo. PARK
P.O. BOX 368
'KRCUS '.4.U$, KN 66698-0368
(218) 799-"6'" A ADD FINGER TO 1500
REV DESCRIPTION
SM1500
MODEL 850 REINFORCEMENT DETAIL
DRAWN BY: DATE:
MDT 5/3/06
PHASE DOCK
DWG #: FY 1045