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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 . c1w20S1.01 m\docs\planning\c1w downtown boat slips 2006 . 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. . Figure 1: Project Location . c1w20S 1.01 m\docs\planning\c1w downtown boat slips 2006 Page 1 It] WADETRIM Clearwater Downtown Boat Slips July 2006 . 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. . c1w2051.01m\docs\planning\c1w downtown boat slips 2006 Page 2 (I] WADETroM Clearwater Downtown Boat Slips July 2006 . 2.0 Methodology . 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. . c1w2051.01 m\docs\planning\c1w downtown boat slips 2006 Page 3 Ii] WADETroM Clearwater Downtown Boat Slips July 2006 . 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 c1w20S1.01m\docs\planning\c1w downtown boat slips 2006 Page 4 III WADETroM Clearwater Downtown Boat Slips July 2006 . 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. . clw2051.01 m\docs\planning\clw downtown boat slips 2006 Page 5 III WADETroM Clearwater Downtown Boat Slips July 2006 . 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 Page 6 Ii] WADEThIM Clearwater Downtown Boat Slips July 2006 . 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 . 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 . 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. . c1w2051.01m\docs\planning\c1w downtown boat slips 2006 Page 8 It] WADETroM Clearwater Downtown Boat Slips July 2006 . 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 .- - V') .., s:: ~ ~ 0 0= .., s:: ~ o o ~ QJ .., ~ ~ ~ ~ QJ - U ;.... QJ ~ t .~ u ~o All:) ;\JldW;\4le9 =s ~ ~ ~ ~ . SS\fl:!~'1'3S '1" ,Ol~ , I ,09.L..". I "'0 SSVij~\f3S M DETAIL OF CHANNEL, EASEMENTS. AND SETBACKS Clearwater Downtown Boat Sli >- >-- Clearwater o u <( IN <(I PlNEU..AS COllNTY orrsn - - - - - - - - - - ~ - - - - - - - - l I \ '" / p"".......:~~ '':'" \ ggli~~gf~m~~~~~~~Z~m~ ~m~m~#mi~1W' GRAPHIC SCALE I 0 L--o -------------~:~~------------------------~~!:..~~~~.~~---------------------------+~~@~illiigi;uiiii~~~~~l~~~~J!~ilifEfHff~~1r~gi~~t{~~~~~~ffae.~l~~illi~:=:~;~~m~!f' "i~~wff~~mE I - -.-....- ~ UllHT~ :J iSiJi !;( 2 NOTES: " AU. ElEVo\lICflS ARE (+) PUIS UtI.ES$ OnG!1ISE NDlED. 2. AU.. 0fF!t40AE ElEVA lICIfS AIHR 10 WEAN LOW Wit 1ER DA lUW. AU.. lJPt..AND ELlVAtIONS ''IF[R TO MAW 1& (NOIt1H AMERtCNol \OTICAl DATUIll OF UNSII). 0fTSH0RE OLVAlIQNS ARE THOSE WAT[RWARD Of THE N'PR'Q.u.1[ SEAWAlL. J. 0.0 F'EET WEAN l.O* WATER - (-)1.2S FEET NA\t) sa. ~ LOW WATER VALUE FJICI,t 1lDE ..1tRPa..A1MJN P'OIIlT _2- AND POI\lT 1271" ttttp:II~InlLClf'9. ;: ~l ainRC.. is aAsm eM an ii tUMWAlIR EDOt wm ";:"f5. - - ElLVAllONa 11.5015 FEET HAW .. 5.2:575 FEET' "EM lOW ....TER. 5. HORIZONTAL CON1AQ.. IS 8.'SED (>>'II USCG BEA(:(IrI AT IU.CD...L AIR RJACE BASE. PlANE COORIJIIlA 1ES BASED Cfl DE ~ IllERCATOR PRO.ECTI(IiI Ftft THE WEST ZDNE OF' R.DROA.. N.A.D 1te3. Ii. A ODQII HltlROGRAPtIC SYSTDIS, NC. HVDR01RAC EOfO SOUNDEJt WAS USED TO ~TAlN THE ClFFSHORE a.EVATICIfS SH(MN HEREOlil. 7. It lRNILE OOPS SLR~ S'I'$'IEW WAS USED TO ......-rAIN ~ II. 1t€ GRAYSCALE DATA ~ HEREON IS FROM 0\ !BNEY DAlED 4/15/03 FRQI CEORCE F. "l"OUNC. lNC:. 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OO>>Nl """ ././ _ _fA" r t- GIn ~Usar---T i.'[;'----------,-------------( -lIl~- j - ~1-"'QO<04])CID<t. - - - ~'- t~- _ _ _ _ _ _ ~ _ __ __ __ _ · ~lr~~/-//- -- _____--'IliUJOUOL'....... r--------------j- -<" \, 1.1:l215Le ~ JIIl:Zl.$l ,; ~ \<;1 '1 ( // // ~1t ~ / lDCATUI af SEAWALL ~ '" SEE SHE[ 15 J THROUGH 5 FOR uPlJH) DETAIL DRAWNGS \ \ \ 8 .1; g ~ ~\ \\ \"t nt, """"" I."'"," ."'0'" M "'''ME "" M "".~ ItNSED SEAl. f11 A flCfl:IOA UCEMSED SlJR\oE'I'OA AND wN'f'al ~ Wode Trim 4919 Memorial HiQhway. Suite 200 Tampa. Florida 33634 HYDROGRAPHIC AND TOPOGRAPHIC SURVEY CLEARWATER BAYFRONT MARINA l( George L~~ng. Inc. ~.~.DMJK)lOO:IfTlL l..AfIOlICAPI dOI1I:CfUII. PUIIlCIIIG . llUIVI'YDICi M.~.'tAlll'...8I:ADltIITOllI.C4IIfaI'IDD RCiPtJ'C5lllU.:lf'ICE.: 2M 9tf\ Str..t IIofVl ~.:~~~11011C~n7) U2-3111 er..,S.NIp\:Ie, FIor....s......,.....,.,....PSll#LS5683 CT HAM s 9IDc. 11118 SEC. G. It] WADETRIM \~ ,~ ~\ \~ ,\ Clearwater Downtown Boat Sli o Clearwater )0- f- u ~ /./././-/- ./. ./ /'/ '" ../ <"................... /' .........,,/- /~' O~. 50" .........."",.. ~-...._- ./. ./ ./ ./ rfi- ./ ~ u:';"/ <f'.l~~ .'/ I ........ .. ;!!-~/ ,r:::rrr, "rm'mr,,,,,,,, "UW!W"'" "dr::::::::::JH.!.~~!-::';;"""""~'i;;.:::::': ...- ....~:..::::.:.:f:;;;;;;;.;.;:.:.~. ,__ ..... . ...~;;I1f~~~~~=::=~m .~;\~. "~= :1!:~pe,.:~t:~~~e~"ettt:e:t!ttE!:!::~t:~~~~E!!::. ::!l:cr~~.L:!~t:~"~~!:"~~"~t:it:~~Ctt:t~;;J;;:~~l.!.!.!. rrr~;77~ rr:"~s5l~t!..!. .!.!..!..!.!!!.!ttt:=~j;....i ~';';'!!~' I ". . . -................CC'~.....;~~~;;~~rtt:..........-!:t:~~=:::c..t:~~~~... ...._.....;r;:--.........:: .!..!, I ...-....--." ". e :~~~7~~ ~~~~::::~:~::::fli::::~~~:j~;:~;:!~ E ;~~;~~~~e fei:Ef: "fa:~:fEf~Eftttl~EeE:t==-..!:::~=.. 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'.W" w;:~:r~:m:n::m.um:::m.. w-.t:t s:;eft~eeE!i:fEe~trc:;J;g;CC:~~f ~~ ~......-~ / / ~~ ~......-/~ /~ ~......- / ~/~ / ~/ ......-/ ~/ ......-~ / ..../........".. / / ~/ ~~, ......- ~.~~~ 'ft~-c;'/ w.&:,\,.~........"" ......-~/ _~__ ,""" , ,ffi~14f ...~-..---------------------------------L----____ /~~/ =~I:!:' r:~~';;e:e!l:.~leU~*t~tijftft ---------------------------------------------------------\ \ 1.322158.85 E: 396112J.52 9-' ~ ",cJ'~ ~ S~ ~ ...~~ ~ Wade Trim 4919 ~mot1al Highway. Suite 200 Tampa, Florida JJ634 :5 :5 ~ :5 :!! I! ~ :;; '" I! ~ '" :5 \ <l; \ \ \ \ \ \ \~ ~ \\ ~ \'%... NAI.I HYDROGRAPHIC AND TOPOGRAPHIC SURVEY CLEARWATER BAYFRONT MARINA ~ 8 ... :!! I! '" I I S ~ FOR ~ ~ ;; I I s l( George F. Young, Inc. .... __ OIl .ute:HJT1tTUJII . UGDQZJlIJfG . ElmlOHIIINUL UXDl!I:&PI AIIaIITIt'nnII. PLUDIIJIC .1lI8RfDIC 1Jf. pltlRSBlJlG. TAII'.l. BlADDTDN . GAIlIEIItlU RtSF'ON511U 0fTIC(: 2Ia eth $lrIoM ND.u. ~.''r~2~3WO~~~''7) $2;1-2811 SEEStlmlF~ NOlES, !lCH.a.ruRE. MDSEo\L . ~ r SIno. 1818 It] WADETRIM ~ Clearwater u za" II 1U' lff ~...-~ GRAPHIC SCAlE ," ~ 20' Wade Trim 4919 Wemorlal Highway, Suite 200 Tompa. Florida 336J.+ ------... - - r' :IOIMU. (I.r...q PIERCE 100 CONDOMINIUMS .... "", NAW R I I I I / , r- C / I I I I I , I I \\\, 2~/='/ ~-- " ---- \ -.....lo, ...,\ (' , I I , I I '-....,'---- '-, \ \ ) I ,/ ,/....//.1 --~ HYDROGRAPHIC AND TOPOGRAPHIC SURVEY CLEARWATER BAYFRONT MARINA George F. Young, Inc. """""_... ~.INGDCDIIC.DVItOIlIIIIIT.u. IMDSCiPE AIlICtDJa'nI1II1 ~.:KI'DKnIIlI !fl. PI'I"I:IIlI8UJ. TAMP"'_ BIADIlft(II . CAIUImU.I RtsPCNSlIIL.[ orner: 2M MIl 9tf'MI Ibttt ~.;~:r~~70'r~n7) au-2'" Clearwater Downtown Boat Sli "iIOI 0 IN, -UII lli~1Il:P ...... _-il I , I t i I I 2 sa SHEtT' f'(Jfl r<<)T(s, SiGH.l.T\JR[, ANDSEAJ.. It] WADETRIM GRAPHIC SCALE ," ,. 20' Clearwater Downtown Boat Sli ~ Clearwater :~a J:~: .~ '" J IIEW IIIIlQ[ S'W.ICI\R5 (If:!~l(l111:r:MlDOlI..ff(llll:4C1lJ""'oc.o.n<w) [ /9JN:RaII PIlJ'C: ./",,~" ::~ I::: ,/ "'I:: I> f:lci vJI t~ <.n'" (") I (") MU_ ~~\ ."'.~ """~-I~.I ::1 lLII_5IIIUCT\.tI[!~\ ,///~---- ~,,~,//~---- 1::: ,//'/ / / /// ~~~. --~ 1~1 <: ,.,\ \ = ~t;:i"~ao- T1tMWOll"'1'lOll (U;j"" SIlA~ (1.4' E() \~~nc:g~) ~ 1.14' ~ '':~ II[1tR ~ , ',......- -----''' KA-.!. (I.T , I , \ \ , \ I'/~-- t' \ \ \ \ \ \ \ \ ) I , I V ,^ ,,' " ( , I ' \ \ I I \ , \ \ \ ,) ,/ (-~-\ zri 0 10' 2r1 ~..~ ...-- ('llII:~'(lIII:CIlCIOru~.llC'lUAl.OCot1'lOll1 ~ _.xtIlWII"~ .-.r___/JIlDG>> D.I;\Ill_."Ulu..oa ~ /' ./' /,/ ~ /' /' /' /' ./' /"" / / ,/ /"....-(7. ",,'!P' C'-~ ~ ~\~..;..';..o -~----... ~"'" )/ ,,/ /' .,..--..;:, , I ! I I , , , '-, ',--. " .'It ~~ , >1 /1 , 1 __________.J' / 1 ........- -------....' 0--::"'" \~u..:'.. ~.:....:,:.. .. -------- L--l~ ~~\ NAN SlONS George F. Young I """""_OIl' nc. DCIIfIIC!\lII_1ItOI-.:J _ IRIVRlDIJITAL l.lNOICUI llICHI'I'ICI'IJ. PLUlI'IDIJ . SlJRUYINO. !t. f'ZT!RSBlIRG_TllD'l_!IU.ODITUIf_G.\DIISVIU.I U5I"ONSIIILE orner: 1ft MtI 5t....t ttor1h i:i.:'"m1til2~J~;Olr~~27) 8.22-211111 SEE St-fill Fart ~TtS,SlCN"ME. ,,~ stAL ! ! HYDROGRAPHIC AND TOPOGRAPHIC SURVEY CLEARWATER BAYFRONT MARINA Itl WADETRIM ... -",;",.", ..........'" ...--- -- -- -- -- Clearwater Downtown Boat 51 i ; Clearwater u .~ <" /////' .......--_/ /- ....--- ----~------~- 20' 0 '0' zcr ~ ....--""""'1 -~ //// / I , I '" GRAPHIC SCALE 1~ = 20' r----------------~ / ' /// ' ./ -- -' ---- -- -- ///'// "..,........... / ....--- /- r-' (I \ I \ ...-............... ImM:tl~1.. ......_.____---J--.. u It-''-''~ u_ ~ ...--- I: >- H :I: C i'i (') I (') "....-- /' ,- , , " .~. :_."' .~ 4' - . J: t. " .. ~ ...., .;." ,.. . '.~ '. .:'...; -. :. . .;. -' ~ ~ ., .' --- --- ",-,...",,,,,,,,, IO......4~ -~- ,>> .... IOIll.I"AUl ... ~ .' I,'" OK.... EDell! ",J"'fDmIT ..._.........__-.;.---;.,~ (U' ..- .... ,': .:;. .:", ,,: -....... ....... , . ~ ; I ~ I ~ Wade Trim 4919 !lemorial H'tghWGy, Suite 200 T ompa, florida J31134 HYDROGRAPHIC AND TOPOGRAPHIC SURVEY CLEARWATER BAYFRONT ~ARINA l( George L.!2~ng. Inc. .uamICI'URIIIlCIDIIIIfC . ~ LotJmIICAPI .utalaIcrua:.PLIIIJDfG llUIlfIYIIilG 11'I'. PJ:IZISI11IC. 'l'AMP'" .BtiDIRI'ON.CIJlII!IYI1LI llESPONSl8lEomcE: lntthst....McKth ~.:~~~70~:.:~11) &22-211111 SE[SHEETlrtl1t NOTES.91ClN...~ ""'''-''- _ 1818 P1orld<I ~. ~~'!:.-PSW' LSYa3 Itl WADETRIM 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 _/ \ Clearwater Beach i; f! ! ~ 1 ., .$? (,) Florida Caladesi Island 'If Dunedin Pass (Closed) \ .,t Gulf of Mexico Cle""" BIer Pa.$;,t . Marina Site ;,1-... ... ,: " " ,Jf '~ ._~:),,; ,~.;~. .,/ ~ - o 1 2ml . 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 u Clearwater Beach Gauge: 2005 0 337 ..:..-,--r--.....22.5 WIS Station 260: Jan 1980 to Dec. 1999 o 337'':''-'---r--!2.5 315 /' ~--_ J~ 45 Speed (mph) _<=5 D >5 - 10 .>10-20 _ >20 - 30 _>30 Speed (mph) .<=5 D >5 - 10 Fill >10 - 20 . >20 - 30 .>30 67.5 /~ 270 \ . I . J 90 . 12"1. 1 % - - 247.5 \ - ,j 112.5 225~ ,/135 ~~ 202.5 157.5 180 247.5 \ j 112.5 225~! . ./135 ~~ 202.5 157.5 180 It] WADETRIM ~ Clearwater Clearwater Downtown Boat Sli u Egmont Key, FL Gauge: July 2004 to Oct. 2005 Port Richey, FL Gauge: Jan. 2004 to Dec. 2005 o Speed (mph) .<=5 D >5 - 10 e >10 - 20 . >20 - 30 .>30 315 45 2925/ r 270 \ .." ;-' '~t 90 247.5 \ ~.. / 1125 225 ~ ~35 ~~ 202.5 157.5 180 270 90 180 Tarpon Springs, FL Gauge: Jan. 2004 to Dec. 2005 Speed (mph) .<=5 D >5 -10 ~ >10 - 20 . >20 - 30 .>30 292.5 f 270 \ 247.5 \ 225 202.5 157.5 180 Speed (mph) .<=5 D >5 - 10 ~>10 - 20 .>20 - 30 .>30 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 e F:i--SCEARWPi ~ . .. c._ 'I' I 'J ,. ~ . . '6 ... l~ Ie !S t; t~ 1~ ~ '6 IS 11 17 " t.: l{, '. 5 ;,. 11l -- .'. iil-,.-- . 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 c1w20S1.01rn\docs\planning\c1w downtown boat slips 2006 Page 24 It] WADETroM Clearwater Downtown Boat Slips July 2006 . . 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 1: o Z 1,100,000 1,000.000 800,000 . 700,000 8 o o o o o o o N o g o o M a 0 000 o 0 000 o 000 0 a~ ci 0 ci ci o a 000 ~ ~ ~ 00 m Easting (ft, NAD83) c1w2051.01m\docs\planning\c1w downtown boat slips 2006 Page 25 III WADETroM Clearwater Downtown Boat Slips July 2006 . . 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) clw2051.01m\docs\planning\c1w downtown boat slips 2006 Page 26 III WADETroM Clearwater Downtown Boat Slips July 2006 . . 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 c1w20S1.01m\docs\planning\c1w downtown boat slips 2006 Page 27 It] WADETroM Clearwater Downtown Boat Slips July 2006 . 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 ...., c: ~ ~ 0 0= ...., c: ~ o o Sa!l! I !In ~ ~ ~ ~ ~ ;I J.. QJ ...., ~ ~ J.. ~ QJ - U \ \ ,oz~ [ I09~ - ::lNiTf11d..;j(J ,I>" jlYf\lIXOdddV ~~)\'iI ~~ /.,.. .,. ",,/J I~... -t- iT' '-"-.\ ~--~/ ~ '\ / .,.. '7 / ~ ~J I' )Y /1" 'I I, /i / I' '.,,\ Al311l'if:J 3NOHd313.1 SVel l,l3M3S AllVIIN'tS l,l3M3S Wl101S S3'11'1 1131VMa31'111\fl:l3~ S3NIl ~31YM GN3E>31 G-G-G__C__G_ '-'"-,c",, -""'1\._ G~"---G_G--":::G CIL,.. - - "- ~-"'- -, --",--- "- --, -'-~~ _. -IfIo.r,~ ------~~-- - - --- '"".tJt - --- --=*.111- --,: --....."r --.:..-----r.lU..ll.-- / .(J '" ~-:;.- ~-.-=~~~~ ~~~~:-....--~._co= _ ,;;:~_ ~ - S _ ~.......,- .. ,,;,,,Ii;_......,.,. '-' QJ ~ t .~ u ~o All:) 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 c1w20SLOlm\docs\planning\c1w downtown boat slips 2006 Page 30 III WADETroM Clearwater Downtown Boat Slips July 2006 . 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. . c1w20S1.01 m\docs\planning\c1w downtown boat slips 2006 Page 31 It] WADETroM Clearwater Downtown Boat Slips July 2006 . 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 . .-.... -~. .~.........- - ~,._-. 4' ..' .....~......: .,1L._____;; _ ,~.~ ~:~;4f..~S~;~~~~:.:::: -.. . - ~ y.-~ ~-f.': -,_...... ,'\". ....~ ; -f- r:.t..... -. ~ ,. .'i:]i.:~_'_~-::'-':':~-:::~..-=~" -,., ... ~;..."_ _v ~I '~. ",,,,, ,\'.. . -.'0 ~ ~ O"'=".~ .-~ ~,..,,::-~,\~, ,\.':.Ji:~~~ ~'~~~~.~~~',~~:: ..-~;.., jiW'" '-~ 10 ~~"" ' ,'\;~\..,>-.r.l_"t:;.t""'-9'-"..:..., .~._ ~_ '. I~j:'j"t. ~~';.~~ '.~- , ..~:~>~~.:::;~;~t~ ::- ~~~~: ~f' c -;;.~ ....~.. ',~.> ~~~,V0?-.<.'~' '~), ~~ .;>ai<.'~. ~." '.... 's'~ \.~.,;,. -'. ". ~;; . . ", ~ " - "('1 ~ .. _;:. ~.~. ,~~' _~~ ,___:C' ! ''': I. ..' "'" . ~'" 4 5 · ' V! -<'. . a: \"'J ~,~~ . . :>~ :,":;~~;:~~.~ ~____ ~.. - '.~." ""''\.'"",Y'.'" '~'.~-.,,,, ....... ,."(. - ~; \tJ'~ "\. - \,,\>~~' <- '~",;. ~ _ .;'~- " "<~;~:',>1 ' - 2,3 ~ ~\\'~(:~;~~"~~j;;~~~:~; . -. ~.~'- " . ". '" . --'-, """ -..... , "l "':.~.:: ~.~.}~~ ----....:~~;:.'=i...-:.-:..;....~'-~~..~~~. ~ f' -=-~~:"_~~~.-~-:-':-'\;L\ 'S .-'..,,' pa~king -~ .- . .~ ~~'''::,>~--....., ~\j. ~ ~ -( .... '.':'..-. Existing restrooms total in area 5 ",":':'-' .~.. ..... ,-" '. .. .:: :...:::.......~~,...,:~'..."..:~.;...;,;~:~..~..'~. ..4 ..;....~~._.:..<.;~'..::_..:.~ ' . .__ .::.~--~:--....:.. ..,..........' '.~ ...: 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. . c1w2051.01m\docs\planning\c1w downtown boat slips 2006 Page 32 III WADETroM Clearwater Downtown Boat Slips July 2006 . 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 . ~ ~ ~ ~ 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. \'" II )/ jl / . / -: / ~. / '\' t \- , ---~\ ( SEA WAll o I 160' I 3,20 "~.r;I'ROX,MA7[ 4' DEPTH LINE -. SEAGRASS Final Slip Layout CITY OF ~. ~ ~ ~ ~ ~ ~ ~ - ~ ~ "'t :E ~ ,-to ~ "'t o o :E ~ ,-to =0 o :E ~ ~ ,-to 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 . . c1w2051.01 m\docs\planning\c1w downtown boat slips 2006 Page 35 It] WADETroM Clearwater Downtown Boat Slips July 2006 . Figure 20: Photographs of Typical Wave Attenuators (Continued) i I L --I . . c1w2051.01m\docs\planning\c1w downtown boat slips 2006 Page 36 III WADEThIM Clearwater Downtown Boat Slips July 2006 . . 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. c1w20S1.01m\docs\planning\c1w downtown boat slips 2006 Page 37 III WADETroM Clearwater Downtown Boat Slips July 2006 . 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. . clw2051.01m\docs\planning\clw downtown boat slips 2006 Page 38 III WADETroM Clearwater Downtown Boat Slips July 2006 . 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 Page 39 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. . c1w2051.01m\docs\planning\c1w downtown boat slips 2006 Page 40 III WADETroM Clearwater Downtown Boat Slips July 2006 . Figure 21: Examples of Floating Concrete Docks . "-- -~-:l . c1w20S 1.01 rn\docs\plarming\c1w downtown hoat slips 2006 Page 41 It1 WADETroM Clearwater Downtown Boat Slips July 2006 . Figure 21: Examples of Floating Concrete Docks {Continued} . ~ ".~ - ..,. . c1w2051.01m\docs\planning\c1w downtown boat slips 2006 Page 42 III WADETroM Clearwater Downtown Boat Slips July 2006 . Figure 21: Examples of Floating Concrete Docks (Continued) . . c1w205LOlm\docs\planning\c1w downtown boat slips 2006 Page 43 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. c1w2051.01m\docs\planning\c1w downtown boat slips 2006 Page 44 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. . c1w2051.01m\docs\planning\c1w downtown boat slips 2006 Page 45 III WADETroM Clearwater Downtown Boat Slips July 2006 . 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. . . c1w2051.01m\docs\planning\c1w downtown boat slips 2006 Page 47 III WADETroM Clearwater Downtown Boat Slips July 2006 . 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. . c1w2051.01m\docs\planning\c1w downtown boat slips 2006 Page 48 III WADETroM 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 !"> ~ o I.n 3 ~ C- o S- " '" ~ ~ ~. "" ,/ !"> ~ C- o ~ ~ ~ ~ g- '" ~ ~. '" o o '" ""Cl ~ O'Q 10 \Jl o . . 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 . - ~ ~ ~ 0- tD Q'\ " ~ .... 3' III .... rtl Q" ~ :J '" 2 0- g' ~ '" .... ~ lU ~ <b .., o o ~ 0' ~ 'C~ ~lU t-...l;;' a- ~~. III WADETroM Clearwater Downtown Boat Slips July 2006 . 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 . . clw2051.01m\docs\planning\clw downtown boat slips 2006 . . . Fish and WtIdJife Rl!$C81Ch Institute Marine Mammal Pathobio1ogy Laboratory Manatee Mortatlty-Database Search Results Your 84Nlrch w..: . In. Th. COunty Or COuntle$ 'Plnell..' · For The Following Probllble cau~($) Of Death: . Watercraft · Between The Oates '01(01/1974' And '05/17/2006' NOTE: Click On A Column Heading To Sort By That Column New 84Nln:h FL County '"0;;;"" ["'FIltIclIO ,... , .""..._."-t.._~.. . Plnellas .. 10/16/1980 i M209 i........... .... "1 ........._......_.+._-C....... : Pinel/as i 06,123/1986 1 SWFTM(l(l31 ! Pin~ila;.T03J1911~989 .1i<DL8915 ,........." .... .\.......--.-"+-.-............. l:::!--+;~;~~:t~~.. ! .............. . .._,.._~-_....::-+.--.......... ... .. . I~;~i:;t=~~~.~~~.. . F i...... .. . ,................--1-.-........... ,PlneUas I05l1911995!MN'W9610 F /~~~~=l~~~~712 IF " ~.~~Ia.S+~~~99a +.~~~3 M Pinellas i 09'18/1998 i MNW9627 F iPinellas t 02l't5i1900'lMNW9900" M Pinellas .11V0411000"TMNWIl937-' M Pinell" . 'o:i/t8l2oo1".rt:PZW"t354 ' F , . '....j,-~_~""--,~.~,_".___...,,_u PineIl.. i~~lJ..~?21 Pinellas .. 09102I2OO2 : MNW0232 Pln.U.. '''"o:wmi''lMNW0319 t.....,_.,..~""..':".,'-.."~-~''';1N_'''._.,~._-'":~_._ PineUa. 07f16/2003; MNW0333 PincUas 10/00/2003, MNW0342 ,,<< w4......, "m~~ PineUas 12/24/2003 i MNW0348 J Pinellas 07107/2004: I.PZ101951 PineUa$ 08/18/2004 MNW0425 PincUas 09/10,12004 MNW0426 Pinella$ 11'27'2004 MNW0431 Plncllas 07'03.'2005 MNW0537 "f2 .....- -.......... ....... " - .....-.........1 se.X Size (em} _.~.~I<:i.ll_ _JPll)blIblec.u.. e>fl)e~I.l'.J M 299 i Ol~ Tampa Bay W.tClrcraft ' ,.J. ~,~~,__-"--__~ i M .283 j ~I~ .!.!~~.~,.__..;~!t~~_~ M 310 'Old Tatnpa $ay ! W.tercrart .j.,^""w_''^~'___''______~'''~'' , ; ....."... . F ! 300 i Old Tampa Bay i Watercral\ :M 290]&;01. .~.... . ...~~!t!,:,:!_~ M 312 Boca ctega Bay I W.t~rcraft ..j._'~A,,";'_._~~._~_<<~''"'''+-.-Nm_""'_..' : BayOiJ Grand. I W.tercraft t-.-.-.---. .....m............ I BocaCi~a Bay i Watercraft . J<o.-"",,!: -1~~==~ .j~IHl~Bayo~_m.~_~!~~.~~ft.... .'''1 ,~~~~~~ .. _:..m~;;;:~ ... :!.~n:~!.l3ay _~ . .... J~a.~e..,:,:a~.. ,<?!~.~!yQu .... ; Watercraft jln.t~!IlII.~a.~~..L'v\'IIt~aft i The Narfuws . Watercraft j..___""..~^__...____..,__'..__m. 268 281 , 105 270 ;M M --'''''1 i . m....m..~ 252 324 325 257 301 287 1 .~ i .-.....-.\ i I , i M 326 Boca ctega l3ay Watercraft ..,...__~.m..~'~~"_,A_.._ ~ F 280 Clearwater Harbor Walercraft .;.._._.-.''',...~._..- . ,-~,^j. F 305 Pass-A-Grille Channel i Watercraft OM ...... _~~,._,_._.w. F 335 Tampa Bay · Watercraft F 289 Riviera Bay WatsfC(lIft F 223 Boca Celga Bay WatefC(llfl F 278 Tampa Bay Watercraft M 305 Boca alIOS l3ay Waterera" M 292 Tampa Bay WatsfCf'lllft .... ., 5/17!2006 11: 34 AM (. I. , ''-, ',- (. of2 Fi$h and Wildlife ReHarch Institute Pinellas 0712612005 MNW0543 ~ -I ! Pinellas i 07/2812005 . MNW0544 ~.J,c-.._~_,,__~.., Your March results tOlltllln approximately 27 printable lines of data. . Watertnilfl r Watercraft ._k 51171200611:34 AM . . . FLORIOA FISH AND IMLOUFE CONSCRVi'.TION COMMISSION MARINE MAMMAL PA THOBlOLOGY LABORATORY Prellminary Manatee Mortalky Repolt From: 01J0112006 To: ll5I05I2OO6 C01iNTY DAD IDL>>m SEX SIZE f....l WA'l'HWAY LOCATION PJ.QUJ!LI CAllSE BImIld 0\Jl)212006 MECO(;(tl M 153 Indian Rivet Mclboume Beach U~ Ioodec;omposecl &0""'" O\Jl)2IlOIl6 . F 310 S.1'o. Nl'Iw lbv!:l Fl ~ H\lIllIIl~'W~ Collision Bromud 01ill2nfXl6 U 334 Port~ Ft LaIIdenIaIc U~..c too &owanl 0110412006 F 174 PottlMmbdcs Fl LaIIdenIaIc H_Itduld:WalllD:IJdi Collision Lee OIIllSt.ZOO6 F 170 0xu2\l.:kMr FotlMvClt FlUDllUl~: W~ CoUision Lee Ol1lJ712OO<i MSWll602 M 145 TCltMllc Canal San Callos Pm U~.......... other Vol!lSia 01lOll10ll6 MNl!0601 F 157 ~ 0rI\J0nd Beacb NIlluQI: IZolllSlllos$ Monroe o llOlI2OO<i MSEll604 M 145 Key Lamo NWIal: CoId~ Bte>1Il'll 0110912OO6 MBC0602 F 276 Port St 101m Natwal, Olbct Martin o II 1012006 MSl10605 F 335 1ndian:kMr SIuart UIldcIennined. too decomposed 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 . . ~) www.encolabs.com Page 3 of 35 ~ . www.encolabs.com 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 ~ . www.encolabs.com 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 ~ . www.encolabs.com 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 ~) . www.encolabs.com 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 ~ . www.encolabs.com 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 ~ . 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 (~ . www.encolabs.com 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 ~ . www.encolabs.com 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 . . 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 (~ . www.encolabs.com 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 ~ . www.encolabs.com 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 ~ . www.encolabs.com 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 ~ . 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 ~ . www.encolabs.com 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 ~ . www.encolabs.com 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 ~ . www.encolabs.com 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 ~ . www.encolabs.com 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 ~ . www.encolabs.com 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 ~ . www.encolabs.com 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 ~ . www.encolabs.com 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 ~ www.encolabs.com 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 I olsen associates, inc. . 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. ~'\ ~.. - " ~ \)~ GOO'lli. i\ FI'd \ ., on. '\\ \ .. \~ ) ~~ / \~ ..Jill:.. .--' Gulf of Mexico caladeSI'~ /' ISland/~ ~f. Dunedin pass,,~ I, (Closed) ~ ~ . Clearwater' f~ !. Beach j',~' qj r 'l C/9q~ ~~~: -eter P!7s3 '* f'~", j!Marlna .... ' j/Slt8 ~'"'. , ~{ If ff 1f/ . ~ - I o 1 2mi, Figure 1 - Gencral vicinity map. 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 2 olsen associates, inc. . 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 3 olsen associates, inc. . LOOG-uer I-< c.2 (I) &; 900G-~eo ~ 0 en I:: .sa ...... (,) 900G-^ON ;a (,) I-< 0.. ~ "0 ...... ...... 900G-PO u I:: ...... en .~ 900G-deS ...... ;j ro I:: 0 I-< U ~ 900G-6n'V 01) I:: 'r;; ;j (I) "0 ro 900G-lnr E en I:: .sa . .2 ~ 900G-unr "0 - (1)00 I-<~ t:l-,O N . 00 ~z 900G-AeV\l I-<n F- (,)lr) ...... 0 rot- ~~ ro ro 900G-Jd'V 2"0 U (I) ...... I-< ro c.2 u 0 en- (I) I:: "0 0 ''1'''""4 0_ 900G-JeV\l ...... ...... "0.5 (,) en ...... u- ...... ~ "0 n CI.) I-< I-< CI.) 900G-qe.::l t:l-,...... ro I ~ N ro Cl) (I) - - =U 900G-uer .!:!l (I) ~.s L{) ...... L{) 0 L{) ...... L{) N L{) C") L{) I I I ...... 0 0 ...... N C") I I I I . (990A'VN 'ij) UO!le^eI3 4 olsen associates, inc. . . . 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 5 olsen associates, inc. . 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. 6 olsen associates, inc. 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 D>5-10 _>10-20 . >20 - 30 .>30 180 . Figure 3 (cont'd) -Wind speed (mph) and direction (deg north) near the study area. 7 olsen associates, inc. . 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 8 olsen associates, inc. . 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 . 9 olsen associates, inc. . Table 3 - Cyclones passing within 50-nm of Clearwater, FI (1851-2005). . 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 . 10 olsen associates, inc. . 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). . 11 olsen associates, inc. . . . 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 12 olsen associates, inc. . . . 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. 150 145 140 135 130 125 120 115 - 110 105 :2 100 - a. E 95 '-" 90 85 80 75 70 :: 65 ~ 60 = 55 50 45 40 35 30 25 20 15 10 5 o "0 Q) Q) a. (/) "0 C ~ "0 Q) .~ m en :l (/) 1 1 I I I I I 1 I : 1 I I 1... I 1 I I I I I I 1 I 1";'1 I 1 I I I I I 1 1 1 1/1 I)' I 1 1 I 1 I I! 1 J......l 1/1 I I I 1 1 1 I 1 1/ 1 I." 1 I I II I' I 1./"11,,'11/ I I I I I i I;'" I ;/ I./'I I I I I 1 I I / I I' ~ I I I I I 1 ' I : I,' 1 /./ 1 1 1/ 1 I 1 II /'1 1/1 1 YII I I I I 1 .... I ./:' I Y 1";"1 I I I I ~/ 1// I I ~......r- I I I 1 I I I / ./i, 1 j/" I III I I I I~; /' Y ),,71 1 I I 1 I I I I '/ /' " I......'" / 1 I 1)..1' I I I I' I) .~" I , I I I...... I I I I I V V ./ Y I I.........., I i I [ 1 !/I /1 : ..."';' /1 1........"1 1 I I I I I i Y l,~ 1/ / I .~...I 1 I I I I Mean~ 1 I / I -,......" ' , , I I I (50nmi Radius'. . / 1 ,/ 195% Confidence I 1/,' 1 / / I I Limits (typ) I I I I Mp.~n./'" 1 I I I I 1 I I (25nmi Radius) / I I I 1 I I I _ Strong Breeze (28 mPh) I I I I, ill I 1 1 I CAT3(111mph) CAT 2 (96 mph) CAT 1 (74 mph) GALE (40 mph) 1 I 2 I I I 1 I I I I I I I 1 I I I I I I I I I 1 1 I I I I I I I I I , I I I I I I 1 I 1 I I I I I I I I I : I I I I I I 3 I I 30 40 50 60 708090 100 13 olsen associates, inc. . 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, 14 olsen associates, inc. . 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 . 15 0' > <( z ~ C1l 10 OJ :; CI) E .... 0 U5 5 . 20 o I --+---1 --+-~ -+-,- -i --r- I --+~ i -;- II f-- I I I --1- +---+- -- -+ ~ -+--- --- - -+,-...,----+-- r --t-- --J- I ~-+-- 1 I ~ ~ - i- --~-f__--'--f__ ----l-_f--l-f-- , -r t -J- -+-- r I t -+- --t ~ I , r , - - +- I ~ -+ +- -+ -+ - - -+ +- ~I ~ -I -f '" C"') "t" 1.0 co,..., com o ...- o '" o 0 0 0000 C"') ''It l() co """COO')o o ...- o o '" o 0 0 0000 ~ ~ ~ ~Ra5ab o C!. Return Period (years) Figure 5 - Storm surge vcrsus rcturn interval. 15 olsen associates, inc. . 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 16 olsen associates, inc. . . . 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 olsen associates, inc. . 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 olsen associates, inc. . - ...: 0 ,.D I-< c::l ::c: I-< 0 ...... c::l ~ c::l (\) 0 !:l ..... ...t:: ...... .~ (\) ...... ..... f/1 c::l !:l 'C c::l a '"t:l (\) f/1 0 0. 0 I-< 0. (\) ...t:: ...... I-< . ..8 f/1 !:l .9 ...... u (\) I-< ~ '"t:l !:l c::l f/1 0 u !:l c::l ...... f/1 ~ ...t:: u ...... ~ Ol) .5 ...... '8 :J I "= \C ~ .. ::: ~ .- ~ 19 olsen associates, inc. . . .. u .e ,e 's ., II ~ Ie Figure 6b - Theoretical wave train entering Clearwater Harbor. . 20 olsen associates, inc. . . 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 olsen associates, inc. . 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 1,800,000 ~1':::-B "\rorl~L~~\1t%Y d~k~n ~'" ~ ~\)V ~ ~ K ~I- 1,700,000- V ~ ~,\:v)2j'~ L f:J );; U7J ~~ L~n~':1r\"'7:::'~ "'" ., ~ 1,600,000-- "?r/~I -J ~7 l)j'?' r~ ~ ..-- -'" 'f --/.LI ~II/'~/ I~""'''''' ~ ~ I- ~ " If ~ /' ~ j~N ~ v ~ \/~~I ~ ~~ 1,500,000 X-1 // - ~ -- 1,400,000 \ ~ ~~ ~ ~ ~ ~ ~ ~ 1,300,000-:: /' ~ ~ ^ ..-... ~ 12:: ~ I.<~ ~7' ~'" ~\ 7 j' ~-::r::< }~ ~ 1,200,OOO-~ I ~~ ~ \' ~ ~~z:,; ~~ Z 1, 100,000-17' ~ v ~ -=:; ./V'IC l# ~ 'x I \~Is:f- -I) ~ lf~/ ~~~/')', ~ 1,000,000-f-,: ~~ ;~.tYW=~W Y:x::/ ~ ~ t> ~ "" ~ ~ ~ 'ti Jl :J VJ ~:lX b ~ ~ cb~b 'M ~ ~ )~~~ 900,OOO-~t':1 ~~--J"~~ ~ /~ 800'OOO-~~,,- /\ 1~~Wi\ ~ ir:x',- ~ ~~~I/A~ 700,000 I I I I I I I I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o. 0 0 0 q 0 q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ..- N C") "<t l{) CD r-- co 0> Easting (ft, NAD83) . 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 olsen associates, inc. . 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 olsen associates, inc. . 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 olsen associates, inc. . 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 olsen associates, inc. . 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 olsen associates, inc. . . . 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 olsen associates, inc. . 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 olsen associates, inc. . . . 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 . . c1w20S1.01m\docs\planning\c1w downtown boat slips 2006 M u '!- z o o o o (j) Cl.. I (tl a. E (tl l- e o (/) a; a. a. Q) ro ~ <( f"- It) cD It) co CD o o N (0 (0 a; '0 o ::2 0; ~ '0 ci (/) ~ o .}, c.b E ro ..c Cl :E a; CO E o .t co m '0 6 o <( () E C') 9 ~ o N ~ Q 0.: 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, 10, 11. 12. 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 . . (2) WALERS MACH, BOLT W/ OW, FW, LW & HEX NUT '<t Ll) C;; ..- ..- M o q. z a o o o 0> 0.. I ro c. E ro l- e o lJ) a; c. c. Q) ro =i <( co ~ r-- Ll) co co o o N (0 (0 UHMW ROLLER wi S/S AXLE AND AOJU~TA8LE BRACKETS (TYP,) c C 1/2" FLOA T GAP S /S AXLE '4 THRU ROD W/HN, LW, FW Qi '0 o ::2: <5 s: a (9 0.. Z cD o .;, cb E ro .c Ol ~ Qi m E o It rn C6 '0 6 a <( o E C"') 9 u:; o N 3 9 c..: MACH, BOL T W/HN, LW, FW .' ~-. ---. 0 ,4 , ~, 'h h '. h SECTION C-C STANDARD NOTCHED PILE GUIDE Belllliitrllgham 1813 Dennis Street Jacksonville, FL 32204 TEL: (904) 358-3362 @ FAX: (904) 354-4818 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. . <0 ..... c;; ..... :. ..... ADJUSTABLE UHMW ROLLERS 3/8" CARR. BOLT W/ L. w., F. w., H.N. B M o ~ Z o o o o C1> a.. I I1l a. E I1l l- e o (/) Q; a. a. Q) I1l ~ <l: ..... "" o o en <0 o o ~ <0 (0 II II II Qi '0 o ::2: c5 s: o <Xi ..... C9 a.. en to o ,;, rD E I1l .c Ol ~ Qi co E o U: ro ro '9 o o <l: c..> E M 9 ..... 1.0 o N ::: 9 Ii: 3/4" S/S AXLE W/(2) FW 1/2" X 1 1/2" M.B. W/HN, LW, FW 3/8" X 2 1/2" C,B. W/HN, LW, FW 3/16" S/S COTTER PIN WALERS FLOA T 2" X 6" RUBS TRIP SECT/ON B-B 3/4"~ (HOG) THRU ROD W/HN, LW, FW TYPICAL SIDE PILE GUIDE B 11/1'. h ' 1813 Dennis Street e IltIll g a m Jacksonville, FL 32204 TEL: (904) 358-3362 @ FAX: (904) 354-4818 This drawing contains proprietary information which is the pro~erty of BELLINGHAM MARINE INDUSTRIES, INC., a,nd sholl not be copied, reproduced, or mode available to third parties without pnor wntten permission from BELLINGHAM MARINE INDUSTRIES, INC. MARl NE o ..... ri () C!- z Cl o o o 0> c.. I co c. E co l- e o l!? CIl c. c. CIl co :i <l: C') C') u; ~ co co o o N (0 (0 F1REMAIN Q) '0 o :2 c5 ~ Cl en a:: w C9 Z <l: I cO o J, cD E co .r: OJ ~ Q) ell E o U: ro 15 '0 6 Cl <l: () E C') 9 ..... LO o N :;: Q Ii: WAlERS WALKWAY FLOAT Ll <J Ll L:l <J 000 TYPICAL UTILITY HANGER INSTALLATION <J 4" PVC RACEWAY Ll POTABLE WATER LINE Belllliirrugham 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 sholl not be copied, reproduced, or mode available to third parties without prior written permission from BELLINGHAM MARINE INDUSTRIES, INC, MARl NE . co I.() C'? I.() M ~ cj q. Z o o o o 0> a.. I ro 0.. E ro l- e o C/) ID 0.. 0.. Q) ro -:i <( WALERS ~ N cO I.() cO CD o o N iD iD WA TER SWEEP "a5 "0 o ~ Cl == "0 e,j 0.. to o .;, cD E ro .c Cl ~ "a5 CD E o It ro ro "0 6 o <( u E C'? 9 ~ I.() o N == 9 0..: . POWER PEDESTAL 1 1/2" PVC SLEEVE TO DECK WALERS 4" PVC SLEEVE ,Ll POLYSTYRENE CORE 4 '<1 CONC. SHELL WATER SWEEP PULL BOX ,4 Belllliirrugham 181 3 Dennis Street Jacksonville, FL 32204 TEL: (904) 358-3362 lID FAX: (904) 354-4818 TYPICAL POWER PEDESTAL INSTALLATION MARINE 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. . . ELECTRICAL SERVICE CENTER <0 <0 ex) N <.0 ..-- ..-- LOCKER BOX C"i c.> ~ Z o o o o Ol a. :I: <tl a. E <tl l- e o IJ) Q; a. a. Q) <tl ;i <( <0 o cVi o Cri <0 o o N (0 (0 HOSE BIBB wi BACK FLOW PRfVENTER PVC SLEEVES 4"~ (CUT AWAY AS RfQ'O) a:; '0 o :2: r:ii 3 '0 ~ :g <0 o ,}, cD E <tl .c Ol ~ a:; a:l E o U:: rn ro '0 o o <( () E C') 9 ~ o N 3 Q c..: TRIANGLE FRAME ....:. . WATER FEEDER LINE 4, ,~ 'A ': o~?o--Ro '. ' 0 ''bo'-b . . ~ ',to: :. . ',' ~ . ',.: 4' ~... 09-..00.00 ' 0-'00'" 0 , .' :..: :'. '. ~ '.' : I> .' '.d' . SIDE EXIT P.V.C. SLEEVES Belllmtlll~ham TYPICAL DOCK UTILITY SERVICES 1813 Dennis Street Jacksonville, FL 32204 TEL: (904) 358-3362 ~ FAX: (904) 354-4818 This drawing contains proprietary information which is the property of BEWNGHAM MARINE INDUSTRIES, INC., and sholl not be copied, reproduced, or mode available to third parties without prior written permission from BELLINGHAM MARINE INDUSTRIES, INC. MARl NE o 'R 0000000 0 ri () q. Z o o o o 0> c... J: III 0. E III l- e o en Cii 0. 0. Q) III :2 <( ...... ...... 0; It) cO CD o o N (0 (0 TYPICAL GANGWAY ELECTRICAL FLEX CONNECTION Qi '0 o :2 t9 ~ o a.: :2 ~ CD o .;, cD E III .c Ol ~ Qi c:o E o II: ro ro '0 o o <( o E C') 9 ...... It) o N :: Q a.: o 0 0 0 0 000 0 TYPICAL GANGWAY WATER FLEX CONNECTION Belllliirngham 1813 Dennis Street Jacksonville, FL 32204 TEL: (904) 358-3362 @ FAX: (904) 354-4818 This drawing contains praprietory information which is the property of BELLINGHAM MARINE INDUSTRIES, INC" ond sholl not be copied, reproduced, or mode available to third parties without prior written permission from BELLINGHAM MARINE INDUSTRIES, INC, MARl NE . . (() (() (() 0> r--: r:-: ...... M (,) l:!- z Cl o o o 0> c.. J: III c.. E III f0- e o rJl ffi c.. c.. Q) III ~. <( 0> ("') c.-i o en (() o o N CD CD 5' TO 12' 4" PVC 2" X 2" X 14go. W. W.M. HOG POLYSTYRENE CORE VINYL FENDERING RUBS TRIP (2) WALERS #1 S4S SYP .6 CCA Q) '0 o ~ c5 ~ Cl ~ <( o -l u.. ~ (() o r.b cD E III .c 0> :E Q) co E o Li:: ro ro '0 6 Cl <( (,) E ("') 9 U; o N ~ 9 CL 3/4" HOG THRU RODS #3 REBAR EPOXY COA TED PVC TUBE 16d HOG NAILS 4" SPLIT RING (AS REQUIRED) 4" SHEAR PLA TE (AS REQUIRED) DETAIL CJ) TYPICAL WALKWAY FLOAT SECTION "I DESIGN FREEBOARD 15" TO 24" f 1" f co ~ o I-- o r-r) B IIII h 1813 Dennis Street e iitnl g a m Jacksonville, FL 32204 TEL: (904) 358-3362 @ FAX: (904) 354-4818 MARl NE This drawing contains proprietory 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. ~ a. Z o o o o O'l c... I tll a. E tll l- e o (fl Qj a. a. Q) tll :i <t: o cry N l{) co <0 o o ~ <0 <0 c;:;- I- ::> o >- <t: ...J cii :: '0 <.9 z ~ o ~ C9 Z <t: C9 () ex: w z w C9 to o .;, cD E tll .c en ~ Qi CO E o It (ij rn '0 6 o <t: () E cry 9 "'" l{) o N :: 9 Ii 2 1/2' SCH 40 PIPE Bellingham MARINE Innovative harbor <<> and waterfront solutions HINGE PIN N,lS, r--l r--l r--l . . HINGE ANGLE N,T,S, (LEDGER TUBING EMS DOCK rLOORIN 12 INCH INCREMENTS SECTION A-A N.T,S, 1813 Dennis Street Jacksonville, FL 32204 TEL: (904) 358-3362 FAX: (904) 354-4818 4' TYP, ~MINAL DECK LENGTH TYP, IN 4 roOT INCREMENTS \1/ 40' MAX, LENGTH SIDE ELEV A TIDN 01 . ,---, o ~5' X 10' X 3/8' ANGLE IJITH NON-SKID RIBS B 1 X 12' DECKING PLANK /LEDGER TUBING c LAYOUT OF RAMP iu ~ :0 ~ '" I c., o I c., 3' x 4 1/2' UHMW ROLLER NOTE' ROLLERS ARE @ 2 LOCATIONS ON RAMP END, DET AIL N,T,S, CD This drawing contains proprietary information which is the property of BELUNGHAM MARINE INDUSTRIES, INC., and sholl not be copied, reproduced, or made available to third parties without prior written permission from BElliNGHAM MARINE INDUSTRIES, INC. PC. MK. DATE: DET AIL N,T,S, CD DESCRIPTION QTY. JOB NO.: . . . ..... ..... C'i () q. z o o o o 0> c.. :c CIl a. E CIl l- e o l/l Q; a. a. Ql CIl :f c.. 0> L{) c'ri N N to o o N in CD 1-1/2" HYDRA (SEWER VACUUM HOOK-UP STATION) FLOATING DOCK 1-1/2" BANJO BRAND BALL VALVE 1/8" ALUMINUM PLATE SHAPE AS NEEDED 1-1/2" SCHD 80 P W/ NIPPLE VACUUM 9" a:; -g ~ ci 3 '0 r..: ;:: Cf) a::: w ~ w Cf) co o <9 ~ E CIl .<= OJ ~ a:; []) E o U: co ro '0 o o <{ () E C') 9 ..... L{) o N 3 Y Ii: 2" H.D.P.E. DOCKS "0", SEWER HYDRANT DETAIL 1" = l' ri () q. z o o o o 0> 0- J: ra c. E ~ c o ~ CIl C. C. CIl ra :E 0- o o M N N CD o o ~ It) <0 ...: ::> o 5 oj :;: "C! z <( ..J 0- C) Z a: o o ~ a: ~ <0 o I It) I CD E ra .c OJ ~ Q) a:J E e U- n; 'l;j l' o o <I: () E (") 9 .... It) o ~ 9 Ii: II ~~, .. ~, ).",,;,," .... ~~-'" "',,'" .'It'- '\.":"" (' ::' ;. ,,y, .' R',"" A, .. ...~~<; , ' #- "1 J ' ..,J '$ ~ II Precision engineered flotation systems Bellingham MARl NE tnnovative harbor <II> and waterfront solutions - 1813 Dennis Street Jacksonville. FL 32204 TEL: (904) 358-3362 FAX: (904) 354-4818 AFT LINE UNlJ:l.DAt: FENDERS This drawing contains proprietary information which is the property af BEWNGHAM MARINE INDUSTRIES, INC., its affiliate companies, and its consultants and shall not be copied, reproduced. or made ava~able to third parties without prior written permission from BElliNGHAII IIARINE INDUSTRIES, INC_ SPRING LINES c.; ~ Z ~ ~ 0 0 ~ ~ ~ ~ 0 U ~ ~ ~ ~ Z ~ ~ II I 5' -5" I .. ... ' .. Revisions: BOW LINE 36'-1" II I 5'-5" I .. .. ... Drawn by: JWC Date: 5-24-06 Scale: NTS Project No, Sheet: 1 of 1 ~ l"- ll) N ~ 'd q.. Z o o o o (1) c.. I I1l 0- E ~ c: o l!! ~ 0- Q) I1l ~ < CO ..... N ..... 6i co o o ~ co co Qj '0 o ~ cii ~ '0 >- ~ a; ?f N o o co o I <9 $! CO o fb ..... I ll) o l"- S Qj o E e ~ 10 1il " o o t3 E M 52 Iii o N ~ 9 Ii: -,,- SHORE END LABEL THIS END OF DOCK ~- II - t T ~ - I - " IIlCdID CAIU COJmNlJOIl8 1/'" ""i.~ (ftP. .. I) (POft ........... to ....00 S.M L.... 2.00 DID ".ALL .... I I I I ---dr-'_~ -t \--- '=' I II I I J I I'---- --' ~ T .' 7'-r . 1rDI IDSB IUD ,- :II: ,,- :a: S/11 (.) 16 ... ... - 'L (I) 16 ... ... - SECTIO~ ~-A SCALE 1 =1 7/8- DU.. 'I'DU aD "'" ....... - 12- 8-Cl&lT GALV. L8.L GALT. 'IBBU BOD 7/'" DJ.L eo r I IIIII1 L....t:::",. A Ii II : III -"'-11 '/1" ',-,\ ----=ll,--- - I --' - PLAN VIEW SCALE 1" 2' .... .... .... PROFILE SCALE 1"=.' 1/'" _., ftIIL PUftI /." lIALf. ftIIL ONCU r II: 11/1":11: 1 " 1/"" lIALf. ftIIL !IlIII r z" z COlftD IIOftOI( POLYODnWfITBDRIlIIt .10. A....... _ ....TftDIIIIl :".00 ~./CIJ. Pr. " .,... lIALf. ftIIL !IlIII rzJ.~ BOLT 1/1" D1L .... IIIlI 1IOJ.T 1/1" D1L .... IIIlI - --j -I ---, - I , I I J I I I l== 1 =t- -'!'- -'I'" I - ~r- ~_ -Jr- I II II /,lt1f - 't'- T I'- ..... END VIEW SCALE 1"=2' .- z s. s 3/18- AnV. ftIIL TUD: """ DOCIt _ II' X4O. COIfC'. no.&: UBII'f POLnnmIIlI 1IUIl IIIAICI[ J-'"-] r::J- BD. BOL' ~'1!-8_ Df omnr Bl.CJ<< t ~;r FRONT VIEW ~~o TIP. ... PIC. 1/"- I: 8- :II: .- CALV. ...... ........ TYP. OF " PLAN VIEW ~ r 11: .- 11: 1/1" G.U.Y. BIDL 'I'VD BUCI: mIYL IJDI IIUIIPD ~_nr. " . "I" "'Y. ...... !IlIII r.. z., . IILlCI: SID. B'UIIPD .. z .- IlUII8&IL . r GALT. BrIlL PLlD 1/"- :II: a s 8'IDL AJfGLa I '/I" . I" . 1/'" CIOLf. BOLT CWo... ;a: :r-. ""'" PROFILE ~ ~ <( N o .;.; ...... CD <0 o o ~ Ie <0 Qi '0 o ~ ~ '0 ...: Q) Cl c: u: M o o lO o I <0 I $1 <0 o I <0 ...... ,}, o ,.... J!! Qi o E e lJ.. ro 1ii '0 I o o ~ E M 52 ...... It) o ~ () .- li: 9 3"-11 1/2" I I I I I I ~ ..J o PLAN VIEW ~ ,.... ;}; f'-: ~ '3 a. Z o o o o C1l c.. J: ell a. E ell l- e o ~ Q) a. a. Q) ell 1 a/." DD WALLS " 3/." PROFILE ~ 2" :II: 8" TREATED PINI RUBRAIL 2" :II: 2" .I: 3/1S" GllV. STEEL ANGLI C8 X 8.2 GALV STDL CHANNEL 4' x 4-0' FINGERS 3/e" x s" X 8" GALT STDL GUSSIT ." x e" TRlATZD PINI 1RIALBR '10& GALT BCREWB m:w DRIWlD III PBB CORNBR FINGER AND WALKWAY PLAN Il!:.IIoI..1::& 2" DICJ: 1 S/." INTIRIOR WALlS s- s- I J ./,- SIDE WALlS] .. 3/.... ... IPE DICI: PANEL ..... :II: .oo :II: 3/111" GALV. WIRJ KISll MATS END VIEW ~ 2" X 3. X ~." TUBI 7/8" DLL GALV. TllRU ROD TOP SBAU. BAn It. / NON-SUP BROOK FINISH ,," ][ ." :II: 3/8" GALT. STEIL PlATE LOCATED AS NEEDED CONe. 6/8" DLL TOTJ.U.Y ENCASED COI..Il: 3" x 3" % 3/UI" GJ.LV. STDL TUBE (40' AND SHORTER II: 60' AND IDNGIR wrm PIIM GUIDES ON END) 3. X 3" X ~.. GALV STEEL TUBE (50' AND LONGER CJ.N'I'ILIVER mens) PVC SlDVI: FOR 6/8" OIL CABLI ." :II: .... x I" RUBBER BLOCI " SECTION P-P ~ 3'-5" 12" ALUM, S-CLEAT ON 60' Ie SMALLER FINGER PVC SLBIVI lOR 6/8'" DLL THRU ItOD EXTRUDED DUel: VINYL SIDE BUKPER ATI'ACO lI/112 :I: 3/." S.S. BCIlDS Ir: PIHlSB 'WASHERS . e" Ole TOP It BOTI'OII ElTRUDED 8UCI YINYL SIDI BtJl(pJ:R ABOUND PERDIITBR TYP. ... J: ." :II: a/HI GALV. WIRE JBSH MATS 6/8" DLL GALV. THRU ROD ." :II: IS'" TRKATID PINB 'IlL\LIR %" IPB DBCJ: PiNEL CONe. 7/8" DLL GALT. TRRU IOD (2) ,. .... .... SID. EPOXY co..&.TZD 1 3/". sml WALLS PlNGER (2) ,. .... .... SIDE EPOXY COATED SECTION Q-Q WILJ.:!!l: POLYURE'l'IUHB COATED BOTTO" .lVIRAGZ TBlCINUS .100. CORNU SJ:CTlON SECTION 0-0 " ~ _lGII__IIIIIIIllIII, DUD IT: DA'!'I: 11M' 1/11/01 181ft 110. CBICIID IT 3 OF 4 DlI'G I: SM-33-06D L TIE 5/8N REBAR TO CONDUIT AND CONNON CANNON AND CONDUIT DETAIL PVC CONDUIT FOR CABLE RUN N m It) 0 ,..: '!I: '3 Q. :i I- 0 0 It) It) It) a. :I: CIl Q. E r:. ..: Q) 'E ::;] .g ':i <l:: r-. ..- <0 "'" a; co 0 OIE# LLUGOBW47 COM100007 CANNONMNT COM100003 COM100006 CANNON SID CANNON FIN ~ 9 Ii: C ITEM MATERIAL A 3/8" OIAREBAR B 5/8" OIAREBAR C 5/8" OIAREBAR D 5/8" OIAREBAR E 5/8"OIAREBAR F 5/8" OIAREBAR G 5/8" OIAREBAR H 1/2" OIAREBAR BENTINTO"U" I LIFTING LUG J MODEL 850 ENDCAGE K 5/8" OIAREBAR L 5/8" OIAREBAR M 5/8" OIAREBAR N 1/2" OIAREBAR o CANNON MOUNTS P MODEL 850 MESH MAT o 5' SIDE CAGE B R CANNON MOUNTS S CANNON MOUNTS 1" P'A:; 1M-liTE FOR THRU RODS 3/8" DIA REBAR BENT INTO "u" P LENGTH 590,00 96,00 590,00 507,00 464,00 80,00 56.00 72,00 H 11'-10 1/2" A D CUTOUT TO ACCOMMODATE ELECTRICAL CONDUIT 60,00 48,00 64,00 85,00 OW 6 8 6 6 4 8 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 JlDJOKUI 8fJJT lU1S, IKJCIS " .JtrISSf)JiIJ'S ~Ga@)ffi3i1&~U'~ 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