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Ware House Marina- Hurricane Damage

 

Engineering Report:

March  13, 2006                                 

Mr. Eric Raisman                                                                                            Via US Mail - Fax

Eric Raisman Public Insurance Adjusters, Inc.

145 Rosemary Street Entry F

Needham,  Ma,  02494

                                                           

Thunderboat Marina

Thunder boat Marina

2051 Griffin Road

Fort Lauderdale Florida 33312

RE: Engineering  Field Inspections Hurricane damage to  Facility structures and buildings      

Dear Mr. *******:

Pursuant to your request, and our agreement  on  January 21, 2006, please find herein the report you requested. This preliminary  report has been prepared in order that an assessment of structural damage, cost estimates and itemized structural repairs can be presented  as  a result of recent hurricanes impacted South Florida Region.

 

I. Description and Background:

 

A. Steel Warehouse:

 

The Thunderboat facility and marina is composed of several structures and buildings to serve as storage and repair of boats. The main structure is a steel frame Warehouse with dimensions of: 300 ft x 170 ft x 60 ft ( Lx W x H). The main columns are composed of steel I-beams, attached with steel plates and plate connections to cross I-steel beams forming the framing structure . Interior steel columns and I-beams support the interior structure as well as roof steel open web joists. Interior steel columns and I-beams act as supporting frame structure to boats during storage.

 

We observed (4) levels of storage frame for boats. The exterior envelope is composed of corrugated steel sheet panels attached with screws to steel channels and purlins. The steel channels and purlins are either welded or attached with screws to the steel structure of the Warehouse. The foundations are a series of grade beams and footings below each vertical steel column member. Steel columns are attached to steel base plates, welded to column and attached with steel bolts to concrete foundation below.

 

 

B. Concrete Storage Structure:

 

The secondary structure is a concrete frame storage with dimensions of : 800 ft x 68 ft x 48 ft ( Lx W x H). The main columns are composed of concrete square columns (+- 14x14”), attached with steel plates and plate connections to double concrete T-beams and slab. The combination of concrete columns and double T-beams  and slab composite prestressed beams comprises the framing structure . Interior steel columns and I-beams support the interior sub-structure. Interior steel columns and I-beams act as supporting frame structure to boats during storage. Three levels of storage height was observed. We wish to note that rust and deterioration of the steel I beams and steel columns were approximately 80% of the total frame structure.

The exterior envelope is composed of corrugated steel sheet panels attached with screws to concrete columns. Only about 40% of the side wall structure is covered with panels, and the remainder is open .

We observed (3) levels of storage frame for boats. The exterior was open since no cladding covered the envelope of this structure. The foundations are a series of grade beams and footings below each vertical concrete column member.

C: Repair  ( Service) Shop:

Upon visual inspections of the building structure, several structural components such as exterior panels, walls, interior walls, and ceiling specifically dry wall was damaged due to moisture. Such damage is most likely attributable to hurricane storms.

 Cost analysis and repair estimates is attached herewith to this report.

 II. Findings and Evaluations:

 A. Steel Warehouse:

Based on visual observations, we found the following damaged components:

1.      Damaged south section of the entire width of the warehouse, measuring 170 ft width x  60 ft height x 20 -30 feet in length. This section was damaged as a result of high winds impacting the façade at south side, and detaching large sections of steel framing as well as steel panels. ( see photos for reference);

2.      Multiple I beams along roof and steel joists are also twisted and damaged “warped” due to high impact wind forces as a result of hurricane winds and gusts; 50% of all steel beams are rusted;

3.      Several panel sections are punctured, bent with holes and gouges due to wind born debris that impacted the steel panels and framing members during the hurricane storm.

4.      Observed that the roof fascia gutter was missing along large sections of the roof.

5.      We could not access the roof to observe any further damage to top panels, but several holes , gouges and bent steel panels can be seen from the first floor level. See photos.

 

B. Concrete Storage Structure:

 

1.      Found damaged roof covering at each concrete panel joint, measuring 20 inches in width x +- 68 feet length of panels.

2.      Approximately 40 % to 50 % of all joints need replacement and repair for required ply or bitumen coverings, and modified hot mop roofing material.

3.      Found exposed reinforcing bars ( variable length : 12 inch to 5 ft) in several locations along the roof structure, with spalled and cracked concrete ( reference pictures : attached)

4.      Observed a 4 ft x 5 ft plywood cover over open hole in concrete deck slab. Panel #36; this is potential safety hazard which requires immediate repairs per code;

5.      Observed concrete roof deck panels : #50 to #55, with gap joint measuring 1 to 2 inches, reference photos: MVC -23,24, and 25.

6.      Observed concrete roof deck panels : #63 to #64, with gap joint measuring 1/2 to 3/4 inches, reference photos: MVC - 25.

7.      Observed few deck edges to be spalled and cracked, which needs immediate repairs;

 

C: Repair ( Service ) Shop:

 

1.      Observed side panels missing at east side of building (10 ft x 10ft);

2.      Observed damaged window and window framing along west side;

3.      Observed several roof panels, roof fascia beams, and holes throughout roof;

4.      Interior ceiling panels buckled and warped due to moisture damage;

5.      Interior wall partition damaged and was later removed by crews;

 

Observed damage to the Service shop which was concentrated on structural damage to exterior walls, and roof panels, as well as interior wall.

 

III. Description and Background:

 

South Florida was impacted with several hurricanes during 2004 and 2005. The impact of hurricane forces and wind borne debris on the Thunderboat Marina is substantial.

 

As the photos depict structural damage due to hurricane forces and wind borne debris, the main structural components such as steel columns, roof and intermediate joists, beams, purlins, channels, and cladding panels were damaged, twisted and detached in 10-20 % of the steel warehouse structure.

 

The concrete storage structure which measured about 68 feet x 800 feet x 48 feet, suffered structural damage mainly to the roof coverings and also displacement . Almost the entire joints are exposed to weather elements. One area was observed with column and beam connection shifted few inches, due mainly to lateral wind forces. Additional damage also was observed in rusted steel and delamination of concrete surface attributable to water intrusion and corrosion.

IV. Cost Estimates:

Reference attached spreadsheet with breakdown tabulation of materials, labor and equipment costs.

V. Recommendations:

We recommend that the following repairs be made:

 

  1. Replacing damaged posts, beams, purlins, channels, struts, base plates, steel panels, bolts, screws, attachments of any kind, including welds, tap cons, tap screws, foundations, slabs, piles with steel components, with minimum allowable  bending stress of 50,000 PSI. The size of structural steel and components shall be designed to meet the minimum wind loading requirements in accordance with 2004 Florida Building Code and ASCE 7-02, for wind loading .
  2. Reinforce the Steel I-Beam supports and base plates with larger size plates as well as additional ¾” steel bolts of sufficient length and number to comply with all stresses induced for dead, live and wind loading.
  3. All  Building support I- beams, and purlins, vertical channels and members must be re-attached  with adequate size and number  stainless steel bolts or screws at each connection. Additionally, replace all bolts evidencing any rust with same or larger capacity.
  4. Replace all damaged steel joists roof system  with equal size steel joists and I-beams utilizing 1/2” stainless steel bolts and steel angles welded to flanges and webs per structural engineering design .
  5. Replace all damaged steel corrugated panels, steel angles, and attachment screws .
  6. We advise that a field inspector or engineer be present during all repairs and construction to insure strict compliance with repair specifications .
  7. Ensure that each steel column and beam installed be certified to sustain  minimum compression, bending in both x and y axis  and tension capacity;
  8. We recommend roof uplift tests be conducted on all steel panels, to insure attachment to steel structure and beams, columns meets or exceeds loads contained in 2005 Florida Building Code;

 

We wish to advise that if repairs are not performed in a timely manner, to building component structures, then further damage to the buildings during the next hurricane storm will be anticipated. Further, testing, repairs and structural upgrades to meet hurricane winds to the subject buildings is hereby recommended immediately.

 Please note that the engineer present on site during repairs reserves the right to recommend additional repairs upon visual observations, as all areas of steel building were not accessible during our initial inspections.

 In formulating our recommendations for structural repairs, we performed the following:

 ·         Preliminary analysis and evaluation

·         Preliminary inspection report

Analysis

                   The emergency repairs recommended herein are not comprehensive and/or inclusive of all deficiencies to the structures and/or areas identified herein and repairs needed thereto, as the repairs recommended herein are only based upon a preliminary visual inspection of same due to the time constraints provided to us for conducting the inspections of the structures and/or areas identified herein, and preparation of this report. Further, the time constraints imposed upon us did not provide the time necessary to conduct a comprehensive evaluation and analysis of the findings of the aforementioned inspections. Accordingly, we strongly recommend that the structural analysis be conducted on each column, beam, posts/piles, joists, purlins, channel, rafters, connections, foundations and cladding components to ensure that the same meet the 2001 Florida Building Code factored loads. We further recommend that a complete set of design drawings be prepared for all structures located on the property and that a complete analysis be conducted for same. Finally, we recommend that a comprehensive report be prepared setting forth comprehensive findings, design  and recommendations.

 

            We reserve the right to amend this report should additional information be presented.

 

Thank you for using our services.

 

Respectfully Submitted,

 

Chaiban Engineering Consultants, Inc.

Joseph B. Chaiban, P.E.,

 

Attachments: Cost analysis/ Photos/ sketches/site plan