HISTORICAL STRUCrURAL ANALYSIS I INSFECTION

REFORT FOR CONCRETE I FOUNDATION

REPAIR

ON

BRElT'S WATERWAY CAFE

THE CITY OF FERNANDINA BEACH, FLORIDA

l'Mlmtl Developmoat-PeRal~UUIMI_, 1926 River Lagoon Trace - St Augustine, Florida - 32092

Phone:904-814-7633

Robert G Morgen Jr. , P.E. #58118

Introduction:

RGM Engineers, Inc. has been responsible for concrete repairs to the main structure under Brett's within the leased area since contracted in 2012. Prior to producing any design repair documentation, all supporting documents and inspection reports were thoroughly reviewed. All documents obtained are contained within this report.

At the request of the City of Fernandina Beach, RGM Engineers, me performed an inspection of Brett's Waterway Cafe. The inspection was to insure that previous repairs completed in 2013, along with the existing unrepaired structural members adjacent to the repairs were structurally sound.

Repair History:

Piling repair as requested in previous reports has been completed These repairs were not part of RGM Engineers responsibility.

All reports of inspections by previous engineering companies, along with structural plans dated 1988, were reviewed and an engineered repair plan was developed. Construction of the beam repairs was provided by Southern Concrete Repair and started approx. November 2012 and finished July 2013. The repair process was lengthy and time consuming due to the weather and tides. RGM was on site to visually inspect every aspect of the repair to ensure the design engineering was being adhered to. All spalled concrete and unsuitable rebar was removed. The concrete and steel were replaced in accordance to the engineered plan.

Current Inspection Findin2s:

All of the beams repaired show no signs of deterioration. Photos are contained within this report of the current condition.

Outside of the repaired beams are concrete double "r' sections. These sections are corroded and spalling in the same manner that the repaired beams were. These concrete sections were constructed in 1962 per a previous report described. Considering the age of them, they are in excellent condition. As described in previous reports, these sections are not structu.ral other than their own weight The repair drawings engineered and previously permitted for the beams, can be applied to these sections. The supporting beams opposite of the repaired beams are in the same spalling condition and are in need of repair.

Conclusion:

In conclusion the repairs completed in 2012 I 2013 are all intact and provide the designed structural stability required to support the building above. The double 'T' sections are in need of repair to support their own weight to ensure they do not fail and cause damage to structural members that actually carry loads. The beams that support the end of the "T" section opposite should be repaired as soon as feasible. There is no sign of any deflection in these beams as of the

date of this report. The spalling shown on the support beams is minimal at the moment. If not repaired in a timely manner the spalling will get worse and repairs get more complicated and therefore more costly.

It would be acceptable to identify and prioritize critical beams for repair. The double ''T' sections should be cleaned and secured as soon as possible. The repairs can be constructed and phased over time.

The structure's foundation is structurally sound and can be repaired in the manner described above in this report and as described in all preceding reports.

Attachments:

1. Current pictures of recently repaired beams. 2. Structural plans dated 1988 for floor system of the restaurant. 3. Closeout inspection for the recent beam repair. 4. The engineered repair plan, along with the materials us~ pennitted 5. Letter from the City of Fernandina Beach concurring with the repair outline and

responsible parties responsibilities. 6. Haskell company inspection report for repairs 2011 7. Recommendation letter and inspection report given to the City from Passero 8. Haskell company inspection report for repairs 2001

ATTACHMENT#!

ATTACHMENT #2

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ATTACHMENT #3

July 16.2013

City of Fernandina Building Department

LaDAll DeYOlo:pm.en~ttt.ns-UUU.U .. 1928 River Lagoon Trace - St Augustine, Florida - 32092

Reference: Brett's Wat.erway Cafe

To whom it may concern:

A final inspection of the above referenced project was perfonned today, July 16, 2013. All repairs per the issued permit have been completed. The site has been cleaned up and no deficiencies were encountered.

Attached you will find one of the testing reports for the concrete used in the repair.

Ifl can be of any further assistance, please feel free to con1act me at 904-814-7633.

Thank you,

Robert G. Morgen Jr. P .E. #58118

Attachments: Concrete testing report

ATTACHMENT#4

EXIST CONC BEAM OR PILE CAP

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REBAR CONTINUOUS AS SHOWN

WHEN AREA IS CLEAN OF ALL DUST & DEBRIS, APPLY PRIME BOND 3900 TO ALL SURFACES THAT ARE TO BE COVERED BY THE NEW CONCRETE.

AFTER PRIME BOND 3900 IS APPLIED TO MANUFACTURERS SPECS. APPLY REPCON 928 BY SPEC CHEM SPECIFICATIONS ARE ATTACHED THERE IS TO BE MIN. 211 COVER OVER ALL STEEL

ALL UNSUITABLE CONCRETE IS TO BE REMOVED AS NECESSARY IN EFFECTED AREAS

IF REBAR JS MORE THAN 20% CORRODED 1T IS TO BE REPLACED WITH SAME SIZE REBAR & SPLICED WITH SPLICE CONNECTORS PER ARCI

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REPCON 928 QGREENCONSCJOUS

polymer-modified rapid setting concrete repair mortar with corrosion inhibitor . -: . . . . DESCRIPTION REPCON 928 is a single component. polymer modified, fiber reinforced, rapid setting concrete repair mortar with corrosion inhibitor for use on concrete floors, highway pavements, bridge decks and other applications requiring early resumption of traffic or use. REPCON 928 is fonnu­lated to meet the requirements of ASTM C928 Packaged, Dry, Rapid Hardening Cementitious Material for Concrete Repair and AASHTO T260. REPCON 928 incorporates the latest In polymer technology offering superior durability, performance and ease of application without liquid activa­tors or primers.

• One component. dry-polymer modified. Just add wa-ter.

• Fiber-reinforced for added flexural strength • Air entrained for excellent freeze-thaw durability • Natural concrete..gray color • Formulated for horizontal application • Takes foot traffic in 1 hour after set • Long work time for hot weather applications

(available in fast-set version RepCon 928 FS)

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Surface Preparation The concrete must be soundJ and free of all foreign mate­rial, including oil, grease, dust, laitance or other surface contaminan.ts. Square edges by saw cutting the perimeter of the repair 1/8" deeper than the depth of the repair, cre­ating a notched, reinforced edge for maximum durability. Mechanically abrade the surface by an engineered ap­proved method, such as grinding, abrasive blasting, or scarifying. All concrete of poor quality that is in contact with reinforcing steel should be removed. Remove rust from exposed reinforcing steel by brushing or sandblast­ing prior to repairing with REPCON 928. Have all neces­sary tools and materials as near work areas as possible to permit rapid and continuous placement of REPCON 928. All surfaces to be repaired should be In a saturated­surfactHiry (SSD) condition with no standing water on the surface. Mixing Mix 4.75 - 5.25 pints (depending on desired consis· tencvl of clean water per 50 pound bag of material. Mix with a low speed drill or mortar mixer. Add recom­mended amount of clean water into the container, fol­lowed by slowly adding the REPCON 928 powder. Mix 2,3 minutes. Mix only what can be applied within the setting period. Depending on the area dimensions, REP­CoN 928 can be applied in applications from 1 • to 6° in a lift without extension. Deep Applications: For repair applications over 2", REP­CON 928 can be extended with clean, SSO, 3/8" aggre­gate up to 60% by weight (301bs) and mixed an additional

well-graded 3/a~ aggregate. Aggregate should be pre­dampened prior to mixing with REPCoN 928. The total mixing water for the batch shall be reduced by the amount of free water found in the aggregate. This exten­sion will add approx 0.15 cu-ft to the unit yield and should be placed within 15-20 min. Placement Trowel, or screed REPCON 928 finnly into the prepared area, ensuring intimate contact with the bonding surt'ace. Finish REPCON 928 level with the surrounding concrete and allow to take an initial set After the initial set. when REPCON 928 Is surface hard, finish by hand trowelling. Excessive troweling Is not required. Finishing/Curing Finish the repair material to the desired te><ture to best match the surrounding concrete. Do not add additional water to the surface during finishing. Lightly spray SpecFilm as a finishing aid on this and any other polymer modified mortars to assist In finishing. REPCON 928 ls self -curing under most conditions. In severe drying condf.. tions, use an ASTM C-309 compliant. water based Spec­Chem curing compound.

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,.. : T¥PICALTESl"·DATA · . '. • ' r • ' • ' • • •

Test Data based on 6.0 pints water Set Time at 70°F (ASTM C-266)

Initial Set 40min

Final Set 45min

CompressiVe Strength (ASTM C-109)

3 hours 3200 psi

1 day 6100 psi

7 days 8750 psi

28 days 10, 100 psi

Bond Strength (ASTM C-882 modified)

14 days 1600 psi

Flexural strength (ASTM C-348)

7 days 650 psi

28 days 1150 psi

Yield

Yield Per Bag .42 cu-ft

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Solution to Service e

1619 Walnut Street, Kansas City, MO 64108 www.specchemllc.com 866-791.-8700

~ jiil4ff•H'-fllte1~14!ffl:cij ASTM C-928 (Rapid Hardening Mortar) AASHTO T-260

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. . PACKAGING. - - - · ·-. . . - . .. . . ... .

• 50 lb bag • 3,000 11b SuperSack

Coverage: approx 20 sq-ft i@ 1/4° - . ~ . - -. - . - - ~

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Tools andl equipment may be ·cleaned witll wa.ter before REPCON ·928 hardens.

·· - - . · . -:SHELF LIFE -. - - . . - .. . ... . . - '... ... - . . - - .- . _. ..._ - . - ~ - -· -----

Sllelf life of unopened bags stored in a dry facility is 12 months. Excessive temperature differential! and/or thigh humidity can shorten the shelf life expectancy. Stolie in a cool', dry area away from direct sunllght

Minimum thickness for horizontal repairs subjected to traffic is 1". Do not retemper afte'r initial mixing. Do not add other cements or additives to this product. REPCON 928 is a fast setting product, so mixing equipment should be cleaned with water as soon as possible. Use only po­table water for mixing.

Cold Weather Application: Application at temperatures below 40"F/30°C optimal results will be reached by fol­lowing the cold weather concrete procedures outlined in ACI 306. Heating the repair area, using warm water for mixing, and tenting or insulating the patch area after ap­plication will increase strength development Do not use direct, unvented heat on the patch after installation. Do not allow repairs to freeze until the material has reached a minimum of 1000 psi compressive strength. In adverse temperatures, follow ACI recommendations tor hoVcold weather concreting practices. For optimum results, condition material to between 65 °F and 85°F.

Caution: Contains Portland Cement and sand. Cement will cause irritation. Avoid contact. A dust respirator, safety goggles, and rubber gloves are recommended. Avoid prolonged contact with clothing. In case of contact with eyes, immediately flush with water for at least 15 minutes. Get prompt medical attention. Do not wear con­tact lenses when wori<ing with this product. DO NOT take Internally. Keep out of reach of children. Avoid hazards by following all precautions found In the Material Safety Data Sheet (MSDS), product labels, and technical literature. Please read this information prior to using the product.

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NOTICE.READ CAREFULLY CONDmONSOPSALE SpecCbem om.rs this product for salt w~ to and limited by tile warranty whidl nuiy only be Yllritld by wriltrtl ~t of i. duly wtllori?.td corpor8te 1>fficcr of Spea:Cliein. No other ~rive m or for Spe<:Clle:m is aw:horiud lu grant 111lY wamnry or 10 waive limil.Won ofliabUity set forth below. W ARRA.NTV LIMITATION SpecChcro warrants ~is product to be free of mllllUftlcturing de.tkas. If !he produe1 when J)lndlascd W'llS deftctiYe and WIJ:S wilhin Ille period indicated on c:anta.inu- or CllJlClll, ~en used, SpeGOlt1Yl will replace !be defective product with new prcdud wilhoul c:htlrgc to tile pw1:hestr. Spec:Cbell\ makes no othb' Mmllty, cilher ex· pcessu! Of implied, c.ona:ming this produi:i. There i5 no wammty of math&nlllbility. NO CLAIM OF ANY l<1MD SHALL BE GR.EATER 'fHAN THE PURCHASE PIUCE OF THE PRODUCT IN .RESPECT OF WHICH DAMAQFS A.RE Cl.AIMED. INHERENT RISK ~r .11SSumcs all risk .11SSOi:il!led with the use Of application of the producL

SPECfbENJi!fM)JI. Solution to Service IJ!

l61.9 Walnut Street,, Kansas City, MO 64108 www.speuhem/lc.com 866-791-8700

DESCRIPTION:

PRIME BOND 3900 HIGH MOD LPL

PRIME BOND 3000 LPL is a two oompl)(lertt, 100% solids, long pot life, general purpose epoxy binder/bonding agent

USES:

Bonding new "plastic" oonerete to oldl concrete or steel In hot weather. Binder for epoxy mor1ar used to patch or overlay horizontal surfaces. Grouting dowel bars, bolts, pins, etc

ADVANTAGES:

CONFORMS TO:

PACKAGING:

NoV.O.C.'s Long Pot Life Super High Strengths Moisture Insensitive Medium Visoosity Good Chemical Resistance

ASTMC.aa1 Type I. II, IV, and V Grade 1 Class B& c

3 Gallon Units 15 Gallon Units

PRIME RESINS, INC. • 2291 Plunkett Road •Conyers, Georgia 30012 770-388-06261800-321-7212 • Fax: 770-388-0936 • wwv1.primeresins.oom •email: sales@primeresins.com

3900 HIGH MOD LPL

PHYSICAL PROPERTIES AT 77° F (25° C)

MIX RATIO AB 2: 1 By Volume

VISCOSITY 600 c.p.s.

COLOR Amber

POT LIFE 60gram 1/2 gallon Tack Free {20 mils)

73° F (23° C) 2 hrs 56min 6 hrs

COVERAGE 231 cubic inches per gallon (Neat 20 mils) 80 square feet per gallon (With 5 parts Prime Blend Sand) 0.53 cubic feet per gallon

TEST DATA (STRENGTHS REPORTED IN P.S.I.)

COMPRESSIVE STRENGTH ASTM D-695 10,530 COMPRESSIVE MOE ASTM D-695 338,000

TENSILE STRENGTH ASTM D-638 7,220 TENSILE MOE ASTM D-638 332,000

BOND STRENGTH ASTM C-882 2,547 (2 day) 2,833 (14 day)

ELONGATION ASTM D-638 3%

SHORE HARDNESS D SCALE 85

WATER ABSORPTION ASTM D-570 0.9%

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APPLICATION TECHNIQUES:

MATERIAL CONDITIONING: Pre-condition materials to 65° - 85° F (19° - 30° C) before using.

SURFACE PREPARATION: Surface must be clean and free of any dust, oil , grease, laitance, curing compounds, or any other contaminants. This should be achieved by sandblasting, waterblasting, or other mechanical means.

MIXING CONSIDERA TlONS: Pre-mix each component Measure exactly 2 parts "A" to 1 part "B" by volume into a clean pail. Only mix the amount of material that can be used within the pot life. Mix epoxy for three minutes using a low speed drill with a mixing paddle (never mix by hand). Scrape the sides and bottom of the pail while mixing. Use a 314 horsepower drill for mbcing epoxy mortar.

NOTE: Large batches of epoxy will set up much faster than small batches.

INST ALLING MATERIAL:

BONDING NEW CONCRETE TO OLD CONCRETE - Apply neat material to surface by brush, roller, or spray. Pour new concrete while epoxy is still tacky. If Prime Bond 3900 looses its tackiness before concrete is poured, re-coat with fresh material.

EPOXY MORTAR - Prime the prepared surface with neat Prime Bond 3900. Add up to five parts oven dried aggregate (Prime Blend Sand}. Place the mortar before the primer becomes tack free. Compact and finish the mortar with a trowel. Keep trowel clean using M.E.K. or Xylene.

GROUTrNG HORIZONTAL BARS - For horizontal applications only. Hole size should be no more than 1 /8" larger than bar or bolt. Clean all dust out of hole and grout with neat Prime Bond 3900.

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" LIMITATIONS:

STORAGE:

WARNINGS:

FIRST AID:

CLEAN UP:

WARRANTY:

Do not use su1vt:11i.;:, ""' u .....

Do not alter mix ratio. Minimum application temperature is 60° F (15° C). Minimum age of concrete must be 21-28 days. Forms a vapor barrier after cure.

Store in a dry environment at a temperature between 40° to 90° F (4° to 32° C). Ideal temperature range is 65° to 75° F (18° to 24° C). Temperatures below 60° F { 16° C) will cause epoxy to thicken making it difficult to properly blend the components. Under proper conditions, the shelf life is twelve (12) months in unopened, damage-free containers. PROTECT FROM MOISTURE. DO NOT ALLOW PRODUCT TO FREEZE.

"A" material may cause skin irritation. Contains epoxy resins. "8" material may cause severe bums on skin. Contains amines.

Skin Contact - Wipe off contaminated area and wash with soap and water. Eye Contact - Immediately flush eyes with large amounts of water for 10 minutes. Get medical attention. Inhalation - Move to fresh air if symptoms occur. If breathing is difficult, get medical attention. Ingestion - If conscious give two glasses of milk or water. Get medical attention. See MSOS for more tnfonnation.

Clean equipment with MEK or Xylene immediately after use. Clean skin with soap and water. Wash contaminated clothing before re-use.

Prime Resins warrants its products to be free from manufacturing defect and that products meet the published characteristics when tested in accordance with ASTM and Prime Resins standards. No other warranties by Prime Resins are expressed or implied, including no warranty of merchantability or fitness for a particular purpose. Prime Resins will not be liable for damages of any sort resulting from any claimed breach of warranty. Prime Resins' liability under this warranty is limited to replacement of material or refund of the sales price of the material. There are no warranties on any product that has exceeded the "shelf life" or "expiration date" printed on the package label.

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770-388-06261800-321-7212 ·Fax: 770-388-0936 • www.primeresins.com •email: sales@primeresins.com

ATTACHMENT #5

November 23, 2011

Bryan Simpson Centre Street Restaurant Group 1061 Riverside Ave, 2n.d F1oor Jacksonville.FL 32202

FACILITIES MAINTENANCE DEPARTMENT

RE: 1 South Front Street, Fernandina Beach; ·, ~··~ ·. · ..

Dear Mr. Simpson:

I have reviewed the revised inspection repOrt prep~ by The Haskell Company, dated November 2, 2011. I agree with thet: .'.\~~~~~~o.ns for _beam _repair method~ using replacement concrete rather than epoxy mJ_~ctic;m. I alsP;:a.gree with then- recommendations for cleaning and sealing of the abandoned dou"$e tees. , ~:~

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At this time, please take the following acp.ons: ..... ,-... .

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a) Submit a final copy of this .. rep~t:s¥gn.ed and sea.1~'.·,hY th!'._. engineer who prepared it. b) Distt:ib.ute this .report to ¥~'1f ·~~~C?rtra.ctors at?-~;:Pb~;;$._P.s~ proposals for each of the

repall' items, with the ~~~~·or~~ #7. ~ , ,~T . : .:;·~~' . c) The City of Fernandina : ~~ti' .Wilt bfre a contr'-~ ~~P¢o/II1 the work identified as

1tem #7 - tuei line ~~~:.i:if~~~~: ~.~ i : . ~d~~~::r=;~;Y:::t~I~~g;~ . . I disagree with the report ~th<·~pec't-.~~ rtem #6. ··~r$e:·."'p#~«~ beams support loads imposed by: :.~:·_: :. '":::~·~ ~.~. · ·~·- ·.· ·i :·:J~M· . ~ • • • ~ .:. .. • ~ ;: · ~ · ~ ; · • • • .~ ·:: ~: : •

i) Restaurant i.!i~t~jtifui~·tocated Within ~~J~~se Area ii) All restaurant QijttfobJ;'.~.~"tl}fl~··area. wi.thin .the ~e-Area. iii) Columns loca't&i' ·oii:tsrde:·:o.t~:the . Lea~e Area "li~t ·which support the restaurant

structure roof that cover&. tl;}.e t.ease Area. · · · ·· iv) Wooden public boardwalks located outside of the Lease area.

We believe our shared responst.bility for repair of perimeter beams and abandoned double tees (Item #5 & Item #6) should be no more than thirty-three percent (330Ai) of those repair costs.

Sincerely. \

Glenn Semanisin, P.E. Project Manager

cc: M. Czymbor, City Manager

11ao Sou1h 5111 street· Femmna Baach, FL 320344230 •904 2n-7389 •Fax 904-321-0n1·TOO904-m-7399 www.femandinabeachflorida.org

Eaual Oooortunitv Emc«iver

ATTACHMENT #6

INSPECTION REPORT

Brett's WateTWay Cafe Fernandina Beach, Florida

November 2, 2011

The Haskell ~U\y lei 904 1~\ .4~00 111 RIYcnlde- "'~,,.,. W. 90i 79!·16?j

)adc.sonvllle. Florid• lll02 W¥<W.MW.eil.com

Mr. Bryan Simpson has asked Haskell to perform a structural review of the condltion of the existing base struciure of the Brett's Waterfront Caf~ in Fernandina Beach. This review was prompted in resJ?Onse to a letter to Mr. Simpson from Glenn Semanlsin. Facilities Director for the City of Fernandiha Beach, dated September 16, 2010. Jn his letter Mr. Semanisin expressed concern about the lntegrfty of the structure ln Hght of observed dereriorat!on of the concrete framing that supports the restaurant building.

Prior to visiting the site to inspect the structure, we were able to review previous documents relating to the conditlon of the building, includlng

• Construction drawings for The Restaurant at Femaindlna Harbor and Harbor Market, Center Street Waterfront Group, Fernandina Beach, FL, prepared by David K. Coonrod and Associates Architects, dated October 17, 1988.

• Excerpt of the Lease Agreement between the City of Fernandina Beach and the Center Street Restaurant Group, Ltd., with annotation by Mr. Bryan Simpson.

• Inspection Report, Base Structure, Brett's Waterway Cafe, Fernandina Beach, Florida, prepared by The Haskell Company, dated February 23, 2000.

• Structural Analysls of Brett's Foundation, City of Fernandina Beach, Florida, prepared by Harbor Civil Services, Inc., dated October 28, 2004.

• Letter to Mr. Bryan Simpson, Centre Street Restaurant Group from Glenn Semanisln. P.E., Facllities Director, City of Fernandina Beach. dated 5eptember 16. 2010.

The original construction served as a base for a wercome Center and consisted of the concrete piles, poured-In-place reinforced concrete pUe caps and beams. A center octagon of poured-In-place reinforced concrete slabs and beams Is surrounded by a perimeter of precast double tees with a concrele slab topping.

The 1988 renovation Is supported on a secondary structure above the origin.al Welcome Center structure. The secondary structure includes a concrete extension to lhe original beams and pile caps; the extension supports new precast double tees at the perimeter, and a new wood framed floor over the octagon.

AAC'..000211 EBOOOIJ906 1900001U9' LC260002'2 OB-OGU195

Inspection Report Brett's Waterway CaM November 2, 2011 Page2

FIELD INVESTIGATION

After reviewing the available documents we visited the building on Tuesday afternoon, October 19, 2010 to Inspect the structure below the restaurant At that time the following conditions were noted:

1 . Repair worlc has been done to many of the precast piles that support the building structure. Extensive deterioration to lhe piles had been noted In both the 2000 and 2004 inspection reports cited above. Both reports Included details for repair work on the piles. That work was completed in 2006 and appears to be in very good-condition.

2. The lower sections of many of the pile caps had experienced some cracking and corrosion of the bottom reinforcing layer. This 'was noted In both of the previous reports, with recommendations for repairing. the damage by removing the spelled concrete, cleaning the exposed reinforcing, and patching the concrete with new concrete or repair grout. This work was done in 2006 and is performing satisfactorily (see Appendix, photos #1 and #2).

3. The original octagon ring beams were poured monoUthlc with the pile caps and span between them to form the octagon; these beams have experienced significant cracking In the bottom of the beams and ·subsequent corros'°'1 of the reinforcing steel (see Appendix photos #3, #4, and #5}. These be8ms support both the original structure and the 1988 renovation, and should be restored per the repair procedures recommended (see Appendix for Beam Repair Procedun'l #1).

4. The concrete underside of one o.f the· original cast In place beams that support the octagon slabs· hes undergon& significant damage; the reinforcing steel has corroded and caused the concrete ta spall off for a significant length of the beam (see Appendtx photo #6). Although the original slab and damaged beam do not support the 1988 structure above, the beam. s.hould be repaired to prevent further deterioration (see Appendix for Beem Repair #2).

5. The double tees on the original structure have extensive "damage at the bottom of the tee stems (see Appendix photos #7 and #S). The upper parts of the stems and the double tee slab sofflts do not show any signs of distress. This deterioration was noted in both of the previous Inspection ~ports, along with statements that these double tees do not support any of the 1988 structure above, and therefore do not affect the strength of the newer structure. If these double tees were to deteriorate to the point of fallure, that fallore could damage the remaining structure. We recommend that the damaged tee stems be cleaned and sealed lo arrest fUrther detertoration. The tees should be Inspected annually, starting next September, and all loose material removed: if there is any indlcatlon of possible failure of a double tee unit, lt should be removed.

Inspection Report Brett's Waterway Cate November 2. 2011 Page 3

6. In several locations cracks have developed several Inches from the bqttom of the perimeter beams, indicating that corrosion of the beam reinforcing has begun (see Appendlx photos #-9 and #10). The concrete below these cracks should be removed so that the reinforcing steel can be cleaned and coated. The beam should be restored following the repair procedures described for Beam Repair #1.

7. There is an existing fuel suppty llne thal' runs diagonally across the site directly below the building support framing {see Appendix photo #6). This pipeline should be relocated to the· perimeter of the structure so that i1 cannot be damaged in the future by any loose concrete that might fall from the structure.

According to an excerpt of the lease document (see Appendix:), the leased area includes only a portion of the base structure; that ls the extent of the malntenancre responsibility of Centre Street Restaurant Group. ttems 1 through 4 are certainly within the lease area, whereas the City would be responsible for Items 6 and 7. The damaged doubte tees are part of both the areas under the lease and areas undat the City's responsibility_

We feel that the damage Indicated by the crack.Ing In the bottom of the octagon ring beams and the perimeter beams, and the spelled concrete under"the slab support be.am do not pose any Immediate danger, nor do they represent a reduction to the structural soundness of the building. We suggest that these repairs t>e done within the next three (3) months to protect the reinforcing steel and minimize further deterioration.

Inspection Report Brett's Waterway Cate November 2, 2011 Page 4

APPENDIX

1. Excerpt of lease Agreement between City of Fernandina Beach end Centre Street Restaurant Group, Ltd.

2. Photographs

Photograph #1: Repaired pile oap Photograph #2: Repaired pile cap Photograph #3: Crack in the bottom of octagon ring beam at pik! cap Photograph!#-4: Crack in the bottom of octagon ring beam Photograph #5: Crack in the bottom of octagon ring beam al pile cap Photograph #6; Spatled concrete at octagon beam soffil Photograph #7: Deterioration of existing double tee stem Pho1ograph #8: Deterioration of existing doubl& tee stems Photograph #9: Crack along the side of perimeter beam Photograph #1 O: Creek along the side of penmeter beam

3. Recommended Repairs:

a. Beam Repair#1

b. Beam Repair #2

4. Additional photographs were also taken. They are available, but not included In this report.

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servants, invitees, licensees, or concessionaires.

ARTICLE XIV Insurance Required

14.1 The ·Lessee shall maintain hazard and liability insurance with the City named as an additional insured and provide the City with certincates of insurance during the term of this Lease Agreem~nt. The City has the right of approval of the insurance contracts which shall provide minimum liability coverage in amounts equal lo lhose which would be commercially reasonable in Lhe industry; and shall provide casually and hazard Insurance on the improvements in an amount equal to their fair market value .

14.2 Lessee shall provide, at Lessee's cost, general liability insurance coverage with single limits as may be reasonably required by the City (but not less than $1,o'oo,OOO), naming the City and persons claiming by, through or under the City as insureds.

ARTICLE XV· Operatl.onal Requirements

15.1 The Lessee shall comply wilh the following operational requirements:

(a} To secure and maintain all licenses required and to pay when due all taxes and assessments which shall be imposed or assessed by governmenlal units in ·connection with the business or operation conducted, pursuant to the provisions or this agreement and ta otherwise comply with all applicable taxes, ordinances, rules. regulations, or policies e~tabllshed by the City or any local, state or federal governmental unit or authority.

{b) To keep and maintain the buildings, piers, pier foundations, docks and structures focated on the Lease Parcel clean, orderly, and in a good state of repair and free and clear of any obstruction, rubbish or litter, in accordance with Florida State Sanitation Laws and the laws, ordinances, rules, regulations or policies of any local, state or federal governmental body and in a structurally sound condition.

(c) To maintain good public relations, to conduct said facilities in a manner which is courteous and fair to the public and to be responsible to custome.rs' requests and complaints.

(d) .. To pay all utilities, including water, sewer, garbage disposal fees and electrical charges in connection with lhe operation of the facililies.

(e) To install al ils own expense all facililies end equipment, includin

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Photograph 3: Crack In bottom of octagon Ring beam at plle cap

Photograph 5: Crack In bottom of octagon ring beam at pile cap

Photograph 2: Repaired pile cap

Photograph 4: Crack In bottom of octagon ring beam

Photograph 8: Spelled concrete at octagon beam soffit

Photograph 7: Deterioration of existing double tee stem

Photograph 9: Crack along side of Derimeter beam

Photograph 8: Deterioration of existing double tee stems

Photograph 1 O: Crack along aide of perimeter beam

BEAM REPAIR #1

Cracks in bottom of octagon ring beams

Repair Procedure

1. Remove any loose concrete from beam soffil 2. . Remove the concrete to a depth of at least 1-inch behind the reinforcement. 3. Remove the rust from the reinforcing steel rods usl119 a power Wire brush and

coat the clean steel wfth a. rust inhibitor material. 4. Replace or splice reinforcing steel that is damaged beyond tolerable llm!ts. 5. Mechanically abrade the concrete surfaee and prepare the surface per the

recommendations of the specialty concrete manufacturer. 6. Install sacrincial anodes at vartous locatlons to further protect the reinforcing

steel from tuturi! deterioration. 7. Patch the repair area back to its original shape with a specialty conctete

formulated for cqncrete repairs of this type.

BEAM REPAIR #2

Spelled ConefE'.te Beam Soffit

Repair Procec:lure;

1 . Remove any loose concrete from beani soffit . 2. Remove the concrete to a deplh of at least 1-lnch behind the reinforcement. 3. Remove the rust from the relnforclng steel rods using a power wfre brush and

coat the clean steel with a rust inhibitor material. 4. Replace or splice reinforcing steel that is damaged beyond tolerable limits. 5. Mechanically abrade the concrete surface.and prepare the surface per the

recommendations of the specialty concrete manufacturer. 6. Patch the repair area back to its original shape with a specialty concrete

formulated for concrete repairs of this type.

NOTE: This repair should be done In sections along the length of the damaged beam; the concrete sho'uld not be removed around more than a 2-foot long section of reinforcing steel at one time. Repair one section of beam soffit completely, allow the repair mortar to cure fully per the manufacturer's instructions, and 1hen proceed on to ihe next section.

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ATTACHMENT #7

r

Passero Associates, L.L.C. November 12. 2001

Scott Moye- Intermi City Manager City ofFcmandiIUl Beadi 204 Ash Street .. Fernandina Beacl1, Florida. 32034

Re: lUcollllllendafion to Qty Manager CJD tile Rqtair of Brett's . lleaurantUndmntructure

Deer Mr. Moye: .

We have reviewed 1he impecWm reports provided by Applied Teahnology & _ Management J.nc;., as wall as other dmwiDga and clocurnmWion proWled by the City with.regards tG the cunmt coMit1on of:emt>s Wataway Cam mulmtmetnre. Additionally I have met with Mr. Joe Vnon of the B"*eQ Cou11•ny, who was hired by Brian Simpson afthe ceoam StreatRostanot Group, Ltd..

The following is a BlllDIDation of tho antmt conditions~ and/or obsecved:

• All of the cmrent 14"concnte pile8 ~ihow }OBS of <%61Hectiooal area (L~ spslling CODade at the water llnc).

• Some of the 14" concrete piles have a:posed. and corroded steel rei:ofon:emeot, as well aa corroded and exposed prestressed strands •

. ~" • All the Dooblo-Tco Sotinns cdJiit COD.'Ollion of1hc bottvm pramcmrd mamts. aswell n <ntilw aod spe!!ing of the lllm1UiKiog cmu:nte.

• Some of the pile caps allow nidem::e of coaosion oftbe niiDfon:ins ~ as well as mrting and spa16ngoftm amHA1•ulirlg concme.

• Movemaot of the concrete sea waD. under and around B~s.

· Reeommendationa tO tho city ftom ATM for repair induded the following .. .

• Blasting and clearring of corroded steel prestressing strands. • Blasting of atp<>sed oxidized Pile Cap steel rebar. • Removal and replacement Gf tha deficient Pile Cap rebar. • 'freatalflllt of the st:eeJ. with chemical nwttali2:ec sealant

• Coating of spalled concrete surlBca ~epoxy bonding compound. • Repour or i"ep1acc spa1led amcrate aectiolls. • Sealing entire~ concrete su1Htructure with epoxy sealant.

Recomme.ndations from the Haskell Company differ by the use af the following:

• Epoxy inject the Double Tee secUons and Pile caps. • Pile jacket the l'f' piles.

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It is evident that some respons"ble party must address the conditions of the undentructure m the Beal' future. It ia 8Jso evideai that both iotcnstcid parties recosmze the need f~ repair. The questions that remain arc: How much repair to undertake? When to undertake the repairs? What method of repair to implement?

From the plans for 1he addition ofBntt'a, it is evideot that the cur1m structure doea not use the D-Ouble Tee Sectioos for auppan. The plans indicate that the structure was supported to the~~ directly. Basically . ~ ~1'1~ ~~theind'~.aaa !jy ha a ccmeclioll to the otd ~. ~ J>l lliiib· iiCVSi1 uaique prob1mla. First, how does the City addw a decayins lllJMll*uctme, wbidi 1a 1IO lOQPf m VMll Seonnd, does that decaying IUpentructQre poae ay 1iabilily to tbe lllpGllible pa1iee1 With tholo illSUCS in mind, we offer tho City the fb1lowing mcom!Df!Ddatl~ at a mlnimum, fur ycor contideration:

·We hope these recommendations offer the City with a workable solution to a unique and challenging problem. Please caJl me if you have any quoatiom regarding this recommendation or ifl can be of further assistance.

Respectfully yours,

PASSERO ASSOCIATES, LJ...C

Segall~ P .E. En.ginooringManager

cc: Colemwl Langshaw~ Marina Director Andrew Ha.tesko, Program Manager file

Passero Associates, L.L.C.

June 3, 2002

Robert B. Mearns City Manager City of Fernandina Beach · 204 Ash Street Fernandina Beach, Florida 32034

Re; Recommendation to City Man.ager on the Repair of Brett's Rest.aurant Understructure

Dear lvlr. Mearns:

Program Management Engineering Architecture Planning

Last November Passero Associates was asked to review the documentation and recommendations the city had collected from 81.1 interested parties with regards to the condition of the Understructure of Brett's Restamant A copy of the resulting lotter to Mr. Scott Moye, thm Interim City Manager, is attached. This letter provid~ a brief summe.ry regarding the condition of Brett•s Restamant undentructure. During my attmdanre at the Marina workshop special meeting I felt an obligation to bring this issue to your attention.

I would also welcome the opportunity to meet with you in this regard and share with you~my thoughts on the matter. Please call me if you have any questions regarding this recommendation or if I can be of further assistance.

Respectfully yours,

cc: Coleman Langshaw, Marina Director Andrew Holesko, Program~ ttle

l 405 Park Avenue Suite 201

Fernandina Beach, Fl 3203'1

904-491-3804 FAX: 904491-3840 E-malt: passero@passero.com

STBIJ~l ANAlYSIS . Of

BRm'S fOIJNDATION atJ 01 Fernandina Beacl, florlda

DlUIB avn. &Tim, JN(. 1615 unDtilWI BOD

JAmtmw, ROBIDA 32216

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HARBOR CIVIl.. SERVICES, INC. 1615 HUFFINGHAM ROAD

JACKSONVIILE, FLORIDA 32216 TELEPHONE (904} 724-8522 - FAX {904} 724:--2775

STRUCTUBAL ANALYSI8 OF BRETT"S FOUNDATION:

HCS has been blred to perform a struetu.ral analysis of the foundat1on under Brett's Restaurant. 'Ihls structure is located at Front and Center Street In the City af Fcmand1na, F1.ortda. This ana1yels le being performed primarily to deten:nfne structural lntegrlfy for the upoommg construction of the ATM plan for the adjacent ctty marina. Spedftcaily, tb.e ATM plan calls for the mstallatton of sheet piling adjacent to the Brett's structure for the estabJ1sbment of a. marsh observattan area. 'Ibis report will include field 1nvest1gations, review of or1g!nal. structural drawblge. recommendations for repajr, and cost esttmetes for repair.

BBETT"S RESTAURANT, FERNANDINA BEACH, FLORIDA (09/12/04)

FIELD INVESTIGATION:

The field fn"VC&ttgat:lons were performed from September 8. 2004 through September 2.2, 2004. The piling. caps and double tees of the or1gtn8l structure(bullt 1962) were investlgated a:t low ti.de. These site Vislts revealed the following:

The 14 .. pre--etreseed concrete pillng have expertenoed salt water intrusion and subsequent o:x:1datlon of the pil1ng pre.stress strand.. This oxtda11on of the strand has cauaed cracktng of the concrete cover1Dg the strand and in many mstaiices the concrete has spallcd. ex.posing strand. This con.d:ltion has existed for an extended period of time as le ma.de evident by piling 42 through 47 where the damage 1s most eccesslble and v1sible.

TYPICAL PILE DAMAGE (14"' PSC PILE) (09/12/04)

'!be ~ C"I" _.- to ll>.tt slmllar mndatton and n1ld.od ~ l"'Obl<ms aosocla!td witb ~ boliom mat m rmu ID the cape.~ ta ~ ll:1 U>c bottaa> m ~ ""5tll>g "'P8 ~ s· m 4- !nm. the bnttmn indfnrt!ng cgdd•Hnn of the fthar emit. lD. acme .ar:e8b

ll>c """""'"' c:attr lw< apallec!. lea'6ng lb• botlxlm mat of n:bu _.i. 1be ~ls ..,..,..,.on - A. B. C. D, 8Ild £ ~ dr&""'1g - cap-\ll>da ll ..... tl. '!be cape eupporUDg the """ID pa.ce - of !llls alru<tun ""'-""""" cmdong clue t<> mcSd•"on to a 1r:aecr' m:cat: than the ~ cape. 'Ibie cut la -ptaoe arcttrm above the pt.le cape does not a.ppeu to be e::rpertendng 11gomca.ot cnddnC due to m!d.,tan or loadtng,

TYPICAL CAP CllACKING{OlllJ>A'nON OF BOTTOM ll4.U OF RB:llARl(00/12/04)

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The double tees on the arlg1nal strncture have extensive damage at the bottom of the flanges. 'Ib.e ca.use of this damage could not be determined. Many of the double tees have spalled mid span exposing all of the strand{at drape) to the clements. Once again this damage has existed for an extended pcr!Od oftlme BB evidenced by the amount of oorrost.an fn the exposed strand. In the areas of damage, part1cularly mid span damage, extenetve investigation of the double tee(top and bottom) was done to determine additional cracking and therefore the posslbUit;y of eminent tanure. No cracktng was found m these areas, wb1ch indicatu tha1 the double tees are currently supporting all current loading with the comprom1&cd sectl.onal properties.

TYPICAL DOUBLE TEE D.AMA.GE(09/12/04)

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'tt\iC OOOO"e'te ~ w>dtt &:et:(a Relna\u'aDt appt:8.fO ti> be ~ ~ poJUculorly - ll0'1fbcni camcr ~ It turns bad< ID tbc ,.._. hu!J<bood e<tmdlog 11>1.ttbnrd. Th<> - ~ rmdcr Br..tt'a docs TlOl - tD be """""'""'"'4. The 1962 il(NC1UJO may be pr'O\'ldlltg adeq°"te aupport ID~ _,_

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The substructure of the original Welcome Center Structure was built up in 1988 for the oonstructlan of the current Brett•s Restaurant. 1.'he substructure was raised by pourlDg caps on t.op of the or1g1.nal caps and plactng double tees over the existing double tees. 1he bnOding wa.e then constructed on top of the elevated substructure. In order to det.e:rro1ne the structural mtegr11y of the 1988 oonstruct1on the crawl space between the old double tees and the new double tees was utt11ttd.. The fo110W1Jlg condit1ons were D~ 1n this mveetlgatian:

1he 1988 construction 18 un-weathered and has no v1slhle signs of movement 1D. the caps crr double tees. The tap sf.de of the 1962 double tees bas no apparent cracking. Please note that 80% of the area 1n the crawl space was covered with eept1c washJ:ng8 from the back ramp area and was not visible for inapeCt1on. Form work was left In pl.ace on cap B leee drawing - Cap Structure Under Brett's) The tntertor. octagonal shaped area (cast tn place) was not pbyef.cally access!ble. 'lb.is area was able to be mspected visually from the voids at the end of the 1988 double tees. Th1s area appeared to tn good abspe(no cracking noted). 1be buJld1ng structure ts supported in this area through wooden columns with loading directly on the 1962cast1n place structure. No wood rot at concrete 1nterface could be det'ected. The ortentatton of these rolnmns appears to be loa.d.1ng the or1gtnal structure d1recl:ly over the beams. Please note that exact artentatlon and locatlon could not be ver1fted. 1be 1988 double tees have no poat.ttve connection to the cast fn place section. 'Ibere is postttve connectton at caps A and C. Numerous voide tn the concrete cap over the bulkhead were left during the 1988 constructlon. phase. It appears that tb1s pour was not vibrated autBeiently during constructlon. Please note that the caps over A. B, C, D, E, and oct.agonal. cast in place section did not have stgntflcant voida and did not appear to have been ftmsbed{point and pat.chl during constructton. No v1st.ble crscktng or movement of the cap over the bulkhead was detected.

REVIEW OF STRUCTURAL DRAWJNGS(1962 AND 1988)

Structural dra.wtngs were provided bl HCS by Passero and Asaoclates. Both the 1962 and 1988 draw1ng sets appear to be partl.a1 drawlllgs and do DDt indicate as-built conditions. We are a.ssumiDg that the structure built does not vary signiftcantly from the drawings provided. The following items 8I'C noted as stgnJftcant. 'Ihe infonnatton obtained from these drawings and use of this fnforma:tion ls described below: .

1962 DRAWINGS: Pile length for the 14" pre-stressed concrete are not gtven 1D. the drawings. A m1D.1mum bearing of 84 tons ts given along with the boring informatton. From these items of information it can be assumed that bearing would not have been achieved pr1or to reaching a depth of -40.00. From tbis assumption we conclude that the pile lengths are a mtnimu.m of 50ft. It is also assumed that sufficient embedment was ach1eved to obtain adequate lateral stability for the 1962 structure. In determtn1Dg methods and parameters for repair of the

. ptllng it ts assumed that equivalent or greater strength in the compromlaed areas of the prung is adequate. The exletlng bnlkhea d (concrete) under Brett's was built prtor to 1962. No information on this stnicture baa been found. The depths of embedm.cnt and method of tie ba.clt are unknown. Caps A. B. and C are constructed as indicated 1n section A{S-S). Caps D and E are conetructed as indlcated tn sectlon B(S-3). As noted In the fleld tnvesttgatton these caps are compromised up to the bottom mat of rebar. These secttons must be analyzed including the additional topping beam installed in. 1988 to determine composite strength and load transfer. These drawmgs iruiicate that &ail and concrete walkway were :Placed over the double tees. These have been subsequently removed probably during the 1988 constroctton.

1988 DRAWINGS: Beams used for support of the double tees were bu1h over the pile cape from the 1962. structure. These built up beams are l(S-3) correspond!Dg to A{S-3) 1962 and Cape A and C, 5(5-S) conespondmg to A{S-8) 1962 and Cap B, and 3(8-3) correspond.tog to B(S-3) 1962 and Caps D and E. These composite sections must be anyl1zed. P1pe Pile c10· d1a) were driven behtnd the e:x1stlng concrete bulkhead. Pile caps were poured and grade beams pow-eel on top of the pile caps with no posltlve connect1an. to the grade beams.. Double tees were placed between the grade beams and a topping slab was potU'ed.. The 10 .. plpe pile, caps. grade beams and double tees in this area are not accesaible and are assumed to be without damage. 'I'hough th1s partlon of the substructure docs provide some lateral stab111ty to the rest of the structure, the lack of poeittve connection. between the grade beams and the pile caps limtts this assletance. We will aasume th.at no 1e:te.rel stabillty is prov1d.ed from this portton of the structure. The Jntertor portion of the bulld1ng ts parti8.ll:y supported by the orlgtnal{l962) cast 1n place part1on of the substructure. Th.is ts accompl:1sh.ed with wooden columns supporting wooden floortng. The columns m ~ area are prtmarl1y located over the beams cast 1n. the OI1glnal structure which ahould transfer load!ng directly to the p:lltng. Considering the tntegrtty of th1s portion of the cxl8tlng structure and assUXJ'Jing the 1988 design to be adequate. no analysts of this portion of the strncture is required.

DOLE J. KEJ,J,EY, Jr.

Mr. Kelly is a Structural Engineer who was tnvolved with the 1988 const:ruct1.on of Brett's Restaurant. HCS bas consulted with Mr. Kelly to evalua.tlon of tb1s structure. Attached 1B his resume. Mr. Kelly has been Involved with tnspection of the struct:w-e. He has revtewed the 1962 and 1988 drawfn.gS'. done Independent a:o.alys18 as outlined. below and gtven recommeodattons for repair. ms involvement Jn tb.1s process has proven to be valuable. :

Date: IC/2_9/2-0df

RECOMMENDATIONS FOR REPAIR:

Based on the l.nfon:natlon gathered from ex1stlng cond1ti0ns and the structural draw!D.gs 1t is detenn!ned. that the following enalys1s be performed:

Composite eecHons for Caps A.B.c.D and E. Wlth the pile epacing gtven under each cap and an aBSumed J.oedtng of 100 psf (!1ve load) and 300 lb/lf{dead.108!0 with. a factor of safety of 2. See attached analysis. Lateral aJlalys1s of piling. Assume that repair of ex1StlDg i4· pre-streseed concrete PIDna to m1g1Da1 or greater cross sectional properties tn the area. of dete...T1.orat1on will be adequate to obtain lateral support. Lateral ana1ys1s of comprom1Bed pile embedment. .Assume no structural value of the bottom mat of rebar in the 1962 cap.

The concl.us10D& of tb1s analys.ts are as follows:

The composite pile caps have adequate strength to support the assumed loa.dir'..g W!th out the strength of the bottmn mat of :rebar 1n 1962 caps.

'Ihe 14" piling under :Brett's have deteriorated to the extent that this structure Is unsafe during times of le.t.eral Joadtng(le Wind and water). The compressl.\re area remamtng In the artg1nal pllJng is apprmrtmatdy 75% and should be adequate for ve.rt1cal design Ioa dtng. During heavy lateral loadtng thJs structure may fail ca.tastroph1.cally. 'l"h6 piling must be repaired bnme(ffately and it le augested. that occapancy durlng ~ wtnde be av~ The recommended method of repair ls by used of removable forms, utllizJng 4000psi concrete mbct:lJ.re with 3 Mi inch clear cover over the relnforcl.ng steel. See details.

Th.e 1962 double tees provide no vert1cal stru.ctural support. They ba.ve deteriorated. to the extent that they are not sttucturally sound. However. they appear to be supporting the.tr own weight and do not currently show signs of movement. When these eectlons deteriorate to the point of failure they will .Impart undue forces into the cape due to their postttve oonnecl1ons at each end. It 1s recommemJed. that these components be c1eane.d and sealed at some point 1n the future to stop detertoration or at a mirumum det.aclled from the caps.

'!he extstfng concrete bulkhead ts fa1hng on the south face. Tu.ts wall supports son only since the Brett's structure is pile supported beh:1nd the wall. Tut.: weet:e:rn face of Ulla wall is tied to the Brett's substructure and does not appear compromised. 'Ibis is a pretty good .tndicatlon that the tie back system for tbls wall ls fan.IDg. If this Is the case, addtttnnaJ loadtng from the soil pressures is being e:e:rt:ed.1ntn the substructure. It is suggest.eel that the tie back be re­estal:>llshed using soil anchors and a waler system. Af a minimum the south wall should be addressed in the plans and speclftcatl.ons for the A.TM(or elmll.arl plan.

Th.e p1lJng extend 9" into the 1962 cap pour. Negattng the bottom mat of rebar reQU!re& that the pile retnfurcement ex:tend Into the caps{eee pile repair). Pl..ease note tbat the bOtt.om mat does ~ntly provide lateral strength at pile embedment, however, without cap repalr oxldatton will continue end eventually thls rebar mat will provide no lateral support at the pile connection.

'Ibe p1l1ng d;;m~ge must be repaired prlOr to constructlon of the A'IM plan (see repair procedure). It is suggested that the 1962 caps and double tees be repajred by rem.ov1ng c.raclred. concrete. clean to wb1te metal. form and re-pour with concrete(this repair will lb:nlt contJnued ax:ldattanl. It is also suggested t.1-iat son anchors be used to :re-estaNtsb the bulkhead tie back system. The suggested repaj.rs provide longevity to the structu..TC but are not currently needed for structural stability of the Brett's 'Restaura!:!.t.

ATTACHMENT #8

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T H E

INSPECTION REPORT

Base Structure Brett's Waterway Cafe

Fernandina Beach, Florida

Prepared by:

The Haskell Company Jacksonville, Florida

February 23, 2000

H A S K E L L C 0 M P A· N Y

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ARCHITBCTURB • ENGINBERING •CONSTRUCTION ·RBAL BSTATB SERVICES

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Bryan Simpson, Jr. Center Street Restaura"{Zt Group, 'Ud.

March 2. 2000

Mr.Fred H. Hays City Manager

1061 Riverside Avenue, Jacksonville, FL 32204 Phone (904) 596=2]71

City of Fernandina Beach 204 Ash Street, Box 668 Fernandina Beach, FL 32035

Dear Mr. Hays:

Attached please find a copy of the Inspection Report of the base structure supporting the Front & Center and Brett1s Waterway Cafe building.

In my meeting with Joseph Varon, P.E., The Haskell Company, I was advised that while the problem areas need attention, there is no immediate risk of structural failure. Maintenance and repairs are recommended for the structure.

Please call me to schedule a meeting to discuss th.is structural problem, it's repair and maintenance, and several other lease related issues.

Cc: Joseph M. Hixon Coleman Langshaw, Marina Director Wesley Poole, City Attorney

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seJVants, invitees, licensees, or concessionaires .

ARTICLE XJV Insurance Required

14.1 The Lessee shall maintain hazard and liability insurance with the City named as an additional insured and provide the City with certificates of insurance during the term of this Lease Agreement. The City has the right of approval of the insurance contracts which shall provide minimum liability coverage in amounts eqpal lo those which would be commercially reasonable in the industry; and shall provide casualty and hazard insurance on the improvements in an amount equal to their fair market value.

14.2 Lessee shall provide, at Lessee's cost, general liability insurance coverage with single limits as may be reasonably required by the City (but not less than $1,o·oo,ooo). naming the City and persons claiming by, through or under the City as insureds.

ARTICLE XV Operational Requirements

15.1 The Lessee shall comply with the following operational requirements:

(a) To secure and maintain all licenses required and to pay when due all taxes and assessments which shall be imposed or assessed by governmental units in connection with the business or operation conducted, pursuant to the provisions of this agreement and to otherwise comply with all applicable taxes, ordinances, rules, regulations, or policies e~tablished by the City or any local, state or federal governmental unit or authority .

.. 1 (b) To keep and maintain the buildings, piers, pier foundations , docks and structures located on the Lease Parcel dean, orderly, and in a good state of repair

I. and free and clear of any obstruction, rubbish or litter, in accordance with Florida State Sanitation Laws and the laws, ordinances, rules, regulations or policies of any local, state or federal governmental body and_ in a structurally sound condition.

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(c) To maintain good public relations, to conduct said facitities in a manner which is courteous and fair to the public and to be responsible to customers' requests and complaints.

(d) To pay all utilities, including water, sewer, garbage disposal fees and electrical charges in connection with the operalion or the facilities.

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INSPECTION REPORT

.Brett's Waterway Cafe · · Fernandina Beac]i, Fl.orida

"'· February 23, 2000·

The Haskell Company undertook an investigation into the structural condition of the facility ·base structure, at tlie request of Bryan Simpson, to respond to a report prepared by A TM, Inc. for the City of Fernandina Beach, dated July 1999.

After reviewing that report and other available documents, such as previous inspections and the 1988 structural drawings for the re-structutjn.g of the building,_ we conducted an inspection.

Findings and Recommendations:

A. Except for a portion at the eastern end, the base structure is constructed in two layers:

1. The original old base to the Welcome Center is constructed of concrete piling, concrete pile caps, the "teepee" octagon of reinforced concrete slab and beam and the perimeter of prestressed concrete double tees.

2. The 1988 facility is supported on a secondary structure above the original consisting of concrete pile cap extensions and an upper layer of prestressed concrete double tees.

B. According to an excerpt of a lease document (see Appendix), the leased area and, consequently, the extent of:Mr. Simpson's maintenance responsibility, includes only a portion of this base structure. Interestingly, some structural members are part of both the areas under bis lease and areas under City responsibility.

·This inspeciion and report address both areas. Although we have tried to acknowledge the existence of the different areas, much of the information applies to both.

C. At the south.east corner of the property, erosion and deterioration of the sidewalk and bulkhead were noted and are apparently a concern of the city. These are not a part of this structure and should have no effect on its structural integrity (see Appendix, photos #2 and#3).

D. Except for a crack in the sidewalk and curb (see Appendix, photo #4) in the southeast area, there is no apparent distress, no visible deterioration and no reason to believe the secondary structure is of any concern. The sidewalk crack occurs at the transition between the portion of the base structure structured on the old base and the portion which was constructed in 1988/89. The crack needs cosmetic treatment only.

THE HASKELL COMPANY

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.. Inspection Report Brett's Waterway Cafe February 23, 2000 Page2

E. The piling of the original structure is geneuilly in good condition except for one area where localµed damage or deterioration has taken place. This pile is on the perimeter of. the structure typically in the area outside the lease line (see Appendix, photo #5).

A suggested repair procedure is included in the Appendix.

F. The lower section of the concrete pile caps which are part of the original structure have a significant amotlllt of corrosion and spalling longitudinally along the bottom (imide and outside) comers of the section (see Appendix, photos #6, #7 and #8). The central soffit of the cap and the reinforcing within still looks sound.

This condition applies to pile caps both inside and outside of the lease line.

We feel these pile caps do not pose any immediate danger but do require repair to minimize further deterioration. When repaired; the cap should serve satisfactorily. The .repair procedure which is described more fully in the Appendix consists of removing loase/spalling concrete in both lower comers, removing rust from the reinforcing and applying a protective coating and grout to encase and protect the steel.

There are also some other intermittent cracks in the pile cap faces (see Appendix, photo #9). These should be injected with an epoxy grout.

It should be noted that since only the lower comer reinforcing has had active corrosion and since the pile cap has been augmented with the upper concrete extension during the re-structuring, the pile caps, when repaired, should be structurally sound.

G. The poured-in-place ~ctagonal concrete central slab and beam section of the original structure are generally in good shape. No major deterioration was noted, with only minor localized patching and/or mjection recommended for added protection.

H. The most significant deterioration has occurred to the lower parts of some of the pre.stressed double tee stems (see Appendix, photo #IO). The upper parts of stems and the double tee slab soffits are not in disrepair.

Even though the affected stems are seriously damaged, they do not pose a danger to the strength of the structure since the upper double tees, ad~ed in the 1988/89 re-structuring, carry all the building loads. The lower double tees could probably be totally removed.

However, the small number of damaged stems and the difficulty in removing these double tees makes it impractical to recommend total removal.

THE HASKELL COMP ANY

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Inspection Report Brett's Waterway Cafe February 23, 2000 Page3

We do recommend that all loose material (see Appendix, photo # 11) be cut off during the pile cap repair processe5 and that the t~ be inspected annually to continue to remove loo~e pieces.

It must be mentioned that, although the progressive failure of a double tee element doesn't, in itself, reduce the load canying ability of the structure, we did question whether or not a lower double tee collapse could damage the remaining working components.

The ends of the lower double tees do not appear to be rigidly attached to the pile caps and should not damage· the caps if they fail (see Appendix, photo #12). However, since there is a very remote possibility of a failing double tee to rotate and/or twist into the base structure, the annual inspection should investigate the potential of any ini.p·ending collapse of an entire double tee unit. If it were found, a removal process would have to be devised.

The probability of such a collapse/rotation/twist scenario is made more unlikely because the water below this structure is shallow and the ground would limit the movement.

Finally. most of these double tees extend to both areas of the lease plan.

THE HASKELL COMP ANY

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. . Inspection Report Brett's Waterway Cafe February 23, 2000 Page 4

APPENDIX -''"

A. Reference Documents (not includ'ed)

• Law Engineering Report of Condition Survey, dated September 9, 1987

• Construction Drawings for The Restaurant at Fernandina Harbor and Harbor Market, Centre Street Waterfront Group, Fernandina Beach. FL, prepared by David K. Coonrod and Associates Architects, dated Octa ber 17, 198 8

• Structural Inspection Report, Brett's Waterway Cafe, prepared by Applied Technology & Management. Inc. (ATM) for The City of Fernandina Beach, Florida, dated July 1999

B. Excerpt of Lease Agreement between City of Fernandina Beach and Centre Street Restaurant Group, Ltd., annotated by Mr.' Bryan Simpson

C. Photographs

D. Recommended Repairs:

• Pile repair procedure at southeast comer

• Pile cap soffit repair procedure

• Pile cap crack injection procedure

E. Additional photographs and a videotape were also taken. These are available, but not included in this report.

THE HASKELL COMP_ANY

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Repair Specifications

Pile Repair (Jacketing)

Reprur Procedure:

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Grout Fil

Fiberglass Jacket. Grout ffied

1) Scrape the marine growth off the pile and remove the deteriorated concrete around the perimeter of the pile in the affected zone with a small pneumatic chipping hammer.

2) Install a one-piece fiberglass jacket around the pile. Extend the jacket 18-inches on either side of the affected area.

3) Pump the jacket full of epoxy grout. Leave the .fiberglass jacket in-place.

Estimated Repair:

Within Lease Area: 0 Outside Lease Area: 1

THE HASKELL COMP ANY

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Repair Specifications

Interior Pile Cap Repair (Mid-depth Cracks)

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Repair Procedure:

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1) Rout-and seal the mid-depth cracks with a sealant. Place injeetion ports approximately 2 feet on center.

2) Inject epoxy adhesive until it appears in adjacent port location. 3) Remove injection ports

Estimated Re.pair Lengths (feet):

Within Lease Area: 120 Outside Lease Area: 0

THE HASKELL COMP ANY ·

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Repair Specifications

Pile Cap Repair (Lower Comer Cracks)

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Repair Procedure:

1) Use a small pneumatic chipping hammer to remove the deteriorated concrete along the bottom of the pile cap (both inside and outside faces).

2) Remove concrete to a ·depth of at least 1-inch behind the reinforcement. 3) Remove the rust off the reinforcement with a power wire brush and coat the clean

steel with a rust inhibitor material. 4) Patch the repair area with an epoxy modified mortar to its original geometry. The

repair surface must be treated with a bonding agent before applying the patching material.

Estimated Repair Lengths (feet):

Within Lease Area: 200 Outside Lease Area.: 425

THE HASKELL CO:tv.IP ANY

ATIACHMENT A

Photograph# l: Brett's Cafe (East Elevation) Photograph #2: Settlement of sidewalk outside

Photograph #3: Crack in bulkhead on south side of cafe (not part of building structure)

THE HASKELL COMPANY

of building area

Photograph #4: Crack in new sidewalk over structure transition

Photograph #6: South perimeter pile cap with new concrete cap over old cap

A IT ACHMENT A

Photograph #7: Typical crack pattern along west elevation

Photograph #9: Cracking of interior pile cap at mid-depth

Photograph # 11 : Concrete suspended from Double 'T' stem

THE HASKRLJ, C:OMPANY

Photograph #8: Longitudinal comer crack

Photograph #12: Rusting metal bracket at double 'T' support