ANNA MARIA PIER STRUCTURAL ASSESSMENT

Transcription

1 ANNA MARIA PIER STRUCTURAL ASSESSMENT January 18, 2016 (REVISED) Prepared by: Bridge Design Associates, Inc. Jeffrey Bergmann, P.E

2 ANNA MARIA PIER STRUCTURAL ASSESSMENT TABLE OF CONTENTS TAB 1 REPORT...PAGE 1-16 TAB 2 EXHIBIT A - PIER MAP...PAGE A1-A4 TAB 3 EXHIBIT B - DAMAGE SUMMARY...PAGE B1-B10 TAB 4 EXHIBIT C - DIVER INSPECTION PHOTOS...PAGE C1-C45 CD. REPORT AND STILLS FROM INSPECTION VIDEO...CD USB INSPECTION VIDEOS...USB

3 Anna Maria Pier Structural Assessment During the week of July 27, 2015 Bridge Design Associates and its sub-consultants Tetra Tech performed an in depth structural assessment of the Anna Maria Pier. The assessment included both above and below water inspections. This report is limited to observation and discussion of the structural condition of the pier and the buildings for the City Pier Restaurant and the adjacent Bait Shop / Concession Stand. Accessibility, ADA compliance and Utilities are not addressed in this document. The Anna Maria Pier was originally constructed in to receive steamer traffic and promote tourism to Anna Maria Island. The City of Anna Maria acquired the pier in The pier is identified as a historical landmark by Manatee County. Since that time the pier has been destroyed by hurricanes, reconstructed and repaired numerous times. In 1988 the pier was damaged by a hurricane and repaired by the City. The pier is oriented in a south-west to north-east direction. The land side access to the pier is at the south-west end of the pier and the T head is located at the north-east end of the pier. For purposes of this report the land side of the pier will be referred to as the west end and the T head of the pier will be referred to as the east end.

4 1.0 Pier The inspections commenced at the west (landward) side of the pier and proceeded to the east T head. We used a numbering system for the bents from west to east. The piles were inspected from north to south starting at the west end of the T head. The stringers were primarily numbered from north to south, except where indicated in the inspection video. Refer to the following Exhibits: A-1 Access Pier Pile Location Map Western Section A-2 Access Pier and T Head Pile Location Map Eastern Section A-3 Wall and Beam Layout with Roof Overhangs Eastern Section A-4 Beam, Truss and Roof Layout Eastern Section 1.1 General Features of the Pier The pier is constructed with 2 x 6 deck planking with supporting wood joists or stringers whose size vary between 2 x 8 and 3 x 8. The stringers have spacing which varies between 24 and 33. The stringers are supported by timber support bents with sizes varying from 2 x 10 to 3 x 10 attached to each side of 10 piling, except where noted. Figure 1 Figure 2 Typical Framing of the Access Pier Typical Framing at the T Head Pier 2 P age

5 1.2 General Condition of the Pier Decking: Figure 3 Figure 4 Typical End Framing at the T Head Pier The decking on the access pier area is in generally fair condition. It appears the decking has been used face up on both sides as evidenced by engravings on the top face and underside of the decks boards. The decking on the T head pier around the restaurant and bait shop / concession area is significantly more deteriorated and noted to be in poor condition. We observed fairly uniform and consistent weathering, shrinking, shakes, checks and splits throughout the area. We also noted a large number of the deck boards were installed heart side up. This promotes decay as it allows standing water to get trapped on the deck surface and accelerates the decay of the wood. With the decay of the wood the fasteners from the deck to the underlying stringers becomes loose. This was evident during the inspection when a wave hit the inspection divers boat and it lifted the north west corner of the deck structure 8 to 12 off the supporting stringers. Other areas of the deck were also found to have ineffective anchorage to the underlying structure. Figure 5 Figure 6 Typical Decking Condition and Edge Curb Condition Stringers: 3 P age

6 The stringers have common signs of aging such as minor splitting, checking and shrinkage. These are not of significant concern and are not detailed in our written report but can be observed on the inspection videos. The stringers are not positively connected to the bents, except for the very outer stringers on the north and south faces. All interior stringers are either slightly notched into the top of the bent or otherwise have no physical fasteners to the bents. The lack of positive connection between the stringers and the bents yields no uplift capacity to resist wave action from underneath. In addition, there are a number of stringers which are present but not transferring loads from the deck because they have fallen over or tilted and are no longer supporting the deck. In some cases, the numerous utilities mounted under the decking between the stringers, above the bents, have over loaded the stringers causing them to rotate. Stringer splicing does not appear to be consistent or conform to commonly used methods. The splice locations occur at random locations over the bents and at the middle of the spans. The nailing pattern on the splices is also inconsistent. There have been numerous repairs to sections throughout the pier. These have been accomplished on a case by case basis and complicate the load path for the structure. It does not appear that the repairs have followed any comprehensive pattern or methodology. Figure 7 Figure 8 Single Bolt Connection Notched Stringer Figure 9 Figure 10 Multiple Framing Repairs and Resulting Haphazard Framing Condition 4 P age

7 Figure 11 Figure 12 Multiple Framing Repairs and Resulting Haphazard Framing Condition Similar to the stringers, the bents have common signs of aging such as minor splitting, checking and shrinkage. These are not of significant concern and are not detailed in our written report but can be observed on the inspection videos. The support bents are bolted to the timber piles, in a majority of instances with a single bolt, except where a new bolt was added where a corroded bolt remains. Although the single bolt connection may be adequate, single bolted connections do not provide any structural redundancy and reduces the overall stability of the structure. Redundancy is especially needed when deterioration of the wooden members and fasteners occurs to provide a secondary load path for the structure. Figure 13 Figure 14 Single Bolt Connection The utilities are not part of our inspection scope of work however it should be noted the utilities are generally in poor condition with some broken and hanging wires at various locations throughout the underside of the pier. Some of the utilities are haphazardly mounted to the stringers causing them to fail. There is no consistency in the method of securing the utilities. We could not determine which ones are active and which are abandoned or otherwise non-functioning. 5 P age

8 Piles: Figure 15 Figure 16 Condition of Utilities below Pier Single Bolt Connection and Damaged Bent The piles are in varying condition throughout the main pier and T head end. Several of the piles with significant voids have crutch bents already installed adjacent to the affected piles. It should be noted that most of these crutch piles are not effectively receiving the loads from the upper areas because they are simply connected to the outer stringer or original pile by a single bolt and are not connected to the bents. The piles are supposed to accept the loads from the bents. Connecting the piles to the stringers or to the pile offers no benefit to the structure or to supplement the deficient adjacent pile. All concrete piles unless noted are in a severely spalled condition and do not make any effective connection to the structure above. As such, the concrete piles no longer provide any support and should be removed. Figure 17 Bents not connected to crutch pile Scour: Scour observed at the base of the piles are all minor and may be attributed to activity by crabs and other marine life. 6 P age

9 1.3 General Condition of the T head Pier The T head pier includes the fishing pier and two building structures constructed on the pier. There are numerous deficiencies with the pier framing and repair work over the years has created a random series of load paths both vertically and horizontally. In noted areas the repair has created mechanism type behavior which is subject to movement for even minor loading conditions. During any foot traffic at this section of the pier, movement of the decking and stringers was witnessed. The movement was not small but up to two to three inches at the edge of the deck. Figure 18 Figure 19 Repair creating a Mechanism Generally, the main pile bent run north - south with the joist/ stringer framing running east-west. Depending on the areas which have been repaired this framing methodology can change. Figure 20 Figure 21 Exterior Bent and Pile Spacing Typical Abandon Concrete Pile In many locations severely deteriorated concrete piles have been abandoned in place. 1.4 General Condition of the T Building Structure 7 P age

10 The building structures Restaurant and Bait Shop are separated by a covered breeze way. Both structures are connected by the roof. The roof line consists of three gable type roofs of varying spans and height. Where the three roof lines meet creates a series of valleys and interfaces. Figure 22 Figure 23 Building Elevation from Access Pier Roof Intersection at Breezeway Figure 24 Roof Intersection These interfaces appeared to be hand framed after the trusses were set in place, creating a complex framed area. 8 P age

11 Figure 25 Figure 26 Truss and Hand Framing at Roof Intersection The framing of the main roof structure consists of 2x4 pre-manufactured trusses at 24 on center (o.c.) spanning in the east-west direction. The roof trusses are connected along the upper chord with 1x6 wood planks at 16 o.c. The corrugated metal roof is attached to the roof trusses with screws at 24 o.c.. The corrugated roof deck was estimated to be a 28 gauge galvanized metal deck. The flute configuration of the roof deck is 12 in width with 1 high by 1 wide flutes. This configuration is not considered a structural metal deck for lateral wind load purposes. Figure 27 Figure 28 Truss Framing 1x6 Planks and Roof The wood trusses were found to be in generally good condition. The metal truss joints showed minor signs of corrosion at the end connections; however the manufactured truss interior connectors are in good condition. Standard roof clips were used at the reaction points. It is recommended that hurricane tie down straps be installed for wind uplift. 9 P age

12 Figure 29 Figure 30 Truss Framing Interior Connectors Truss Framing Exterior Connectors There was no indication of lateral load transferring element such as a plywood deck and appropriate blocking at the edge of the roof to transfer lateral wind loads to the walls and to the underlying stringer bents and pile structure. Additionally, the attic space is open to the exterior making it vulnerable to wind uplift forces. See photos showing daylight at ends. At the access entrance, it was noted that a diagonal chord was intentionally cut. This should be repaired immediately. 10 P age

13 Figure 31 Sawn cut Truss Diagonal This should be repaired immediately. On the east side of the restaurant the roof structure is supported by an 8 x8 wood beam which in turn is supported by the built up window mullions spaced at 50 on center. The amount of window along the eastern wall provides no lateral resistance to wind and other loads. Figure 32 Figure 33 East Wall Elevation showing Glass and Support Mullions The absence of a defined lateral resisting system in the Eastern wall, roof structure and lack of positive connection to the pile system affects the overall lateral stability of the building structure. The walls of the structures are 2x4 vertical studs at 16 o.c. The highest peak of the roofline occurs along the southeast exposure of the building. The peak height along this wall is x4 studs are typically not allowed by code to be greater than 12-0 regardless of the wind pressures on the wall. Wall cross bracing could not be verified; however, based on observation of other elements of the building construction, it is unlikely that any cross bracing exists. 11 P age

14 The walls are overlaid with a 5 wood channel rustic lap board siding. The siding shows some indications of deterioration and abuse at isolated sections particularly between the bottom of the windows and the top of the deck, however it is in fair condition overall. Figure 34 Wall exterior on west side The condition of the stud walls could not be verified without destructive removal of sections of the wall. The walls connection to the pier deck, pile stringers and piling could not be verified as it was also inaccessible. Given the lack of positive connection between the underlying stringers to the piles it is unlikely that there is positive connection between the building structure and the piling foundation system. The breezeway is supported at the east and west ends by a series of 8 x8 beams and 8 x8 columns. The columns are connected to the substructure in a number of ways, either resting directly on the stringers or wood bents below (east side) or supplemented with an angle shoe bolted to the deck and stringers below (west side). In either case the columns have questionable connection to the stringers and bents. It was observed, in one instance, that the column(8 x8 ) was only half supported by a single stringer (3 x8 ). This implies that the column shoe is at best half supported and attached to the stringer and half supported and attached to the deck. 1.5 Replacement or Rehabilitation The decision to replace or rehabilitate is always a difficult choice. Replacement of the entire structure will take the pier out of public use for at least a year during the demolition and reconstruction. Rehabilitation will take portions of the pier out of public use for nine to twelve months. The probability of permitting a restaurant and bait shop under current permitting regulations is tenuous. For new pier construction the construction methods are straight forward and much simpler than rehabilitation. This is especially true given the structure constraints if the 12 P age

15 existing T head building structures are to remain in place. Rehabilitation of the pier and T head will provide challenges during the design and construction. However, given the historic significance, recreational aspect and public use, rehabilitation would seem to be the preferred approach to stabilization of the pier. The cost of a new pier without a building structure would range between $2,300,000 and $2,800,000 and extend the life from 50 to 75 years. The cost of the sub-structure( pilings and pile bents) is approximately 60% ($1,380,000-$1,680,000) of the overall cost of the pier and the cost of the super structure (stringers and deck) is approximately 40%($920,000-$1,120,000). It is anticipated that the replacement piles would be prestressed concrete piles with heavy timber pile caps 3 inches to 4 inches in width. The deck stringers spanning between pile caps would be heavy timber as well spaced to accommodate the timber plank deck. The deck would be designed to breakaway during major storm events and wave impacts on the pier. Construction of a new pier would be accommodated by a crane mounted barge and supplemented with a land side crane for material deliveries. Rehabilitation costs of the pier without building structure rehabilitation would range between $1,400,000 and $1,700,000 and would extend the life from 20 to 25 years. The cost of the substructure is approximately 60% ($840,000-$1,020,000) of the overall cost of the pier and the cost of the super structure is approximately 40% ($560,000-$680,000). Although the rehabilitation will extend the service life, the rehabilitation will not be able to fully address code prescribed wave action and impact loads. The expected life of the pier without the rehabilitation or reconstruction is five years barring a major storm event. Prior to any new replacement work any abandon piles would be removed from the work limits. It is anticipated that the supplemental crutch piles would be timber piles with heavy timber pile caps 3 inches to 4 inches in width. As each pile bent has unique conditions every bent will have individual repair specifications. These are generally addressed in the access pier recommendations. Repair to the T pier will involve strategic replacement and rehabilitation of the pile system. In some areas this will require opening the superstructure roof and floor framing to install piles. Much of the additional framing for the deck of the pier can be accomplished from beneath the structure. The repairs would focus on providing a positive load path for both the super structure and substructure. The recommended repairs are addressed in the T Pier and Building Structure recommendations. 13 P age

16 Construction of a new pier would be accommodated by a crane mounted barge and supplemented with a land side crane for material deliveries. 1.6 Access Pier Recommendations It is recommended that the access pier be rehabilitated. The framing of the access pier is much simpler that of the T head and therefore will be easier to accomplish. Our recommendations are as follows: 1. Add diagonal bracing at all bents. 2. Add second bolts in bents with single bolts. 3. Add stringer tie downs to bents at every stringer. 4. Modify crutch pile locations as needed to allow transfer of loads from the bent to the piles. Ensure piles are placed such that bents connect to crutch piles. 5. Add blocking between stringers. 6. Add second bent boards in locations where there is a single bent board. 7. Add additional crutch piles at locations with significant voids as needed. 8. Remove all abandon piles. 1.7 T Pier and Building Structure Recommendations It is recommended that a rehabilitation of the T head pier be done. The current framing has been developed as remedial repairs over the years to the extent that the framing is haphazard. The lack of a positive load path from the building structure to the piling supports puts the stability of the structure at risk. Modern piers are constructed with breakaway deck systems. This cannot be accomplished with the building structures. In order to retrofit the building structures and bring the structure more into compliance with current building codes the substructure will require hardening to resist more of the code prescribed wind and wave loading than in its current condition. Our recommendations are as follows: 1. Priority should be given to the underlying piles. Any pile identified as damaged or compromised should be repaired by, supplementing with crutch piles or replacing. Replacing the piles is highly recommended around the perimeter of the building structures. Replacing piles between the building and the perimeter of the pier can be accomplished by removing the decking. 2. Install a lateral cross bracing system to increase the lateral stability of the pier T head. 3. Inside the building structure foot print install a structural system to harden the structure from wind and wave action. The hardened sub-structure will be designed to accept the lateral forces from the building structure. 4. Outside the building footprint systematically replacing and reinforcing the pile bent timber and stringers. Positive connections should be made to all the timber bents and stringers. Additional framing should be installed to provide a positive load path from the building sub-structure to the outlying piles. 5. Remove and replace the decking with breakaway capability to reduce the overall lateral and vertical forces of wave action. 14 P age

17 6. The walls of the building structures should be reinforced to withstand code prescribed wind loading. Lateral cross bracing should be installed at the exterior corners. The glass and mullion walls should be replaced with impact resistant glazing and the mullions replaced with a structural steel or aluminum lateral frame tied into the reinforced wall for lateral stability. 7. The roof structure should be removed and replaced with a code compliant structural diaphragm system. At a minimum the wood trusses should be supplemented with hurricane tie down strapping at all the reaction points. The 1x6 boards should be removed and replaced with a plywood diaphragm with positive attachment to the truss and wall system. The roof should be replaced with a Florida Building Code compliant roofing system. The replacement roofing system is contemplated to keep the same aesthetic as currently exists. 8. Replacement of the existing utilities running under the pier is recommended to be accomplished at the same time as the retrofitting. 1.8 Conclusion The most significant areas of concern for the pier structure is the unconventional framing and random load paths that vary greatly in transferring loads from the deck to the stringers to the bents to the piles. We have multiple incidences where the configurations present do not achieve the proper load paths. This occurs at the crutch pile locations where the crutch piles are bolted to either the adjacent decayed pile or to the single outer stringer. In both situations the loads do not transfer via the bent to the pile, rendering the crutch pile ineffective. Similarly, under the T head portion of the pier the existing stringer, bent and pile configuration and connections do not properly transfer the load, effectively the deck is not properly supported at those locations. The building structures have numerous areas of concern as indicated above. Further there is no evidence the building columns are supported, by the pier substructure and is therefore simply sitting on top of the deck rather than securely attached to properly supporting substructure. It would be prudent to close access to the structure during inclement weather capable of producing high surge and wave action or high winds. The remaining life of the pier is approximately 5 years barring a storm event such as a high wave or wind event, major surges, or a tropical storm or higher rated storm. The expected service life remaining if the recommended repairs are provided is 20 to 25 years barring a storm event such as a high wave or wind event, major surges, or a tropical storm or higher rated storm. The recommended repairs are intended to extend the service life of the structure for a considerable amount of time but do not upgrade the existing capacity, or ability to significantly resist storm event loads, or bring the structure up to current design standards. Replacing the pier 15 P age

18 would provide a structure designed and built to current standards and would have a service life of 50 to 75 years. 16 P age

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23 Exhibit B LIST OF DEFICIENCIES FROM UNDERWATER INSPECTION Pile 1A Buried, not inspected. Pile 1B Buried, not inspected. Bent 1E Buried, not inspected. Bent 1W - Buried, not inspected. Stringers Span 1 - Buried, not inspected. Pile 2A Buried, not inspected. Pile 2B Buried, not inspected. Bent 2E Buried, not inspected. Bent 2W - Buried, not inspected. Stringers Span 2 - Buried, not inspected. Pile 3A Buried, not inspected. Pile 3B Buried, not inspected. Bent 3E Buried, not inspected. Note: The east face of Bent 3W is exposed. All areas to the west of this are buried and not visible for inspection. Bent 5E 12: x ¾ x3/4 material loss Bent 5W 14 Split Bent 8E 1 x 1 split at bottom. Bent 8W 1 x 1 split at bottom. Pile 9A 2 x 2 x 3 hole. Bent 9E 4 x 2 x 2 Chip at north end. Bollard Near 10A Bollard split at fasteners Exhibit B-1

24 Pile 11B Old This pile has multiple significant holes. A crutch pile is present to supplement at this location. Pile 11B Crutch This pile is connected only to stringers, not the bents. Bollard Near 12B Bollard split at fasteners Pile 13B Old This pile has multiple significant holes and minor scour at the base. A crutch pile is present to supplement at this location. Pile 13B Crutch This pile is connected only to stringers, not the bents. Pile 14B 3 x 3 x 3 hole. Stringers Span 14 No 5 is loose. No 9 is laying on side. Bollard Near 15B Bollard split at fasteners Stringers Span 15 No 5, 9 are loose. Bollard Near 16N Bollard split at fasteners. Stringers Span 16 No 2 cracked due to bollard. Bent 17E Minor wood deformation under fasteners at south end. Pile 18S Multiple ¾ dia Holes. Pile 19N (4) ½ dia x ¾ Holes. Pile 19S 3 dia x 2 Hole. (2) 1 x 1 Holes. 4 x 4 x ¾ Hole. 2 x ½ Hole. ½ x 1 ½ x 2 Hole. Minor section loss approx. 10% near waterline. Stringers Span 19 No 2, 5, 7, 10 have cracks. No 3 leaning over due to utilities. Pile 21N (2) ¾ x x3/4 x ½ Holes. 3 x 1 x 1 Hole. 2 x 1 x1 ½ Hole. ½ x ¾ x ½ Hole. 1 ½ x 1 x 2 Hole. 1 x 2 x ½ Hole (waterline). ¾ x ½ x 1 Hole (above waterline). Pile 21S 1 x ½ x 2 Hole. Bent 21E Minor cracking near fasteners. Bollard Near 21S - Bollard split at fasteners. Stringers Span 21 No 5 cracked at top. Stringers Span 22 No 3 has splits and cracks. Pile 23N - Numerous small holes ½ 1 deep. Exhibit B-2

25 Pile 23S Numerous small holes less than ½. ½ x ½ x ½ Hole. Bollard Near 23N - Bollard split at fasteners. Stringers Span 23 No 6 has 18 crack. Pile 24N Pitting (small holes) at the waterline. ¾ dia x 1 Hole. 3 x 2 x 4 Hole. 1 x 1 x 1 Hole. 4 x 2 x Thru-hole. Pile 24S 3 dia x ½ Hole. Bent 24W There is a 2 crack at the north end. Pile 25N Old Multiple Holes. Crutch Pile Present. Pile 25S Old Multiple Holes. Crutch Pile Present. Pile 26S 2 dia Thru-hole. 4 x 2 x 4 +/- Hole (crab inside) Hole. Multiple small borings at waterline up to ¼ dia. ¾ x ½ x ½ Hole (waterline). Pile 27B - 3 x 3 x 3 Hole Bent 27W Note: has a double board at the bent Stringers Span 27 No 7, 9 are laying on side. Pile 28N- 2 x 2 x 1 Hole. 4 x 4 x 3 Hole. Bent 28W There is a ¼ split at center. Pile 29N - 12 x 8 x 5 Hole. Bollard Near 30S Bottom fastener is falling out. Stringers Span 30 No 7 has 8 x 2 wood loss at east end. Pile 31N Old - 1 x 1 Thru hole. 8 x 5 hole. Pile 31N Crutch New, not shown on previous report sketches. Pile 31S Crutch New, not shown on previous report sketches. Bent 31E Only one fastener in new bent at each pile. Bent 31W Only one fastener in new bent at each pile. Bollard Near 31S Bollard split at fasteners. Bollard Near 34S Bollard split at fasteners. Exhibit B-3

26 Pile 35N - 4 x 4 x 5 Hole. Bent 35W 2 x ¼ Crack. Bent 35E 6 x 1/2 Crack. Pile 36N - 3 x 4 x 6 Hole. Bent 36W 2 x ¼ Crack, Minor wood loss. Pile 37N - 2 x 3 x 4 Hole. Pile 37N - 3 x 3 x Thru-hole. 4 x 3 x 4 Hole. Pile 39N - 2 x 2 x 3 Hole. 4 Scour. Pile 39S - 2 x 2 x 4 Hole. 2 x 3 x 4 Hole. Stringers Span 39 No 5 has 5 x 1/2 wood loss at center. Bent 40W None Present. See Bent 40E. Bent 40E East bent appears thicker than average. This bent is out of divers reach and could not be measured. Pile 41N - 5 x 1 x 4 Hole. 4 x 4 x 4 Hole. 1 x 2 x Thru-hole. Stringers Span 42 No 5 falling over. No 9 is laying on side. Bollard Near 42S Bollard split at fasteners. Pile 43B - 3 Scour. Stringers Span 42 No 7 has 2 x ½ crack at east end. Pile 44N 1 x 1 x 3 Hole. 10 x 4 Hole. 2 x 2 x 2 Hole. 2 Scour. Pile 44N Crutch This pile is connected only to stringers, not the bents. Pile 43S - 4 Scour. Bent 44W None Present. See Bent 40E. Bent 44E East bent appears thicker than average. This bent is out of divers reach and could not be measured. Stringers Span 44 No 9 is laying on side. Pile 45N Multiple sporadic small holes, avg 1/2 dia x 3/4 Hole. Adjacent are broken wood and concrete piles. Exhibit B-4

27 Pile 45S (3) ½ dia Holes near bottom. Pile 46N ½ x ½ x ½ Hole. Pile 46N Crutch This pile is connected only to stringers, not the bents. Pile 46S - Adjacent are broken wood and concrete piles. Pile 47N Crutch Multiple ½ x ¼ Holes. Pile 47S 2 ½ dia x Thru-Hole. Pile 48N 1 x 2 Hole. Adjacent broken wood pile. Pile 49S Sporadic 1/8 1/2 Holes. Pile 50N (15-20) 1/2 dia Holes. 2 x 1 Hole. Pile 50S - 3 x 1 ½ Hole. (5) ½ dia x ½ Holes. Pile 51N ½ dia Hole. Adjacent broken pile. Pile 51S 3 Minor split at waterline. 1 ½ dia x 1 Hole. 4 x 3 x 4 Hole. Sporadic 1 Holes. Stringers Span 51 1 Stringer is laying on its side. Pile 53N (2) ½ dia x 2 Holes. 1 ½ x ¾ x 2 Hole. (9) ½ dia Holes. 2 dia x 4 Hole. 4 x 4 x 3 Hole. Broken wood pile adjacent. Pile 54S (3) ½ dia x 1/2 Holes. ¾ dia x 2 Hole. 1 x 3 x 2 Hole. Machined hole above waterline present, prob for unused fasteners. Top of pile is split at fasteners. Pile 55N 2 Scour. Broken pile adjacent. Pile 55S 3 x ½ Hole. (10 +/-) ½ dia x ¾ Holes. Bent 55W New bent with 3 crack at center. Pile 56N 6 Scour. Pile 56S ½ x ½ Hole. Broken pile adjacent. Pile 57S Multiple ½ dia Holes near 2 above bottom. Pile 58N ½ dia x ½ Hole. Pile 58S (2) 3 x 2 x 4 Holes. (5) 1 dia Holes. 1 ½ dia x 1 Hole. 1 dia x ½ Hole. Minor splitting at top of pile. Pile 59N 3 ½ x 2 x 4 Hole. Exhibit B-5

28 Pile 59S Multiple small 1 dia Holes. Stringers Span 59 No 5, 6 are laying on side. Pile 61N 3 x 4 Hole. 10 x 1 ½ x 4 Hole. (3) 1 dia x 1 Holes. 3 dia x 4 Hole. (3) 1 ½ dia Holes. (3) ½ dia Holes. Pile 61S 6 dia x 8 Hole. 10 x 5 x Thru-hole. 2 dia x 1 Hole. Stringers Span 62 No 8 is laying on side. No 9 has wood rot and mold. Note Bents are at lower Dock area. The perimeter stringer is weathered and aged and shows signs of weathering and minor impact damage likely from boats pulling up to the dock, especially in the corner areas. Pile 63S Corroded fasteners connecting to dock. (3) ¾ dia x ½ holes. ½ dia Hole. 1 ½ x x3 Hole. 1 x 1 ¾ Hole. Pile 63 Dock 2 L x ½ W Split at top. 6 x 3 x 4 Hole. Fasteners corroded. Stringers Span 63 2 Stringers are split. 1 Stringer is aging and has mold stains. Pile 64N Adjacent broken pile. Bent 64 Only one bent present. Bent 64W Dock Moderate checking and shrinkage at the south end. Stringers Span 64 No 4 has a 3 long crack. No 6 has a crack that extends over the bent. Pile 65N (5) ½ dia x ½ Holes. 1 dia x 1 Hole. 2 x 1 x1 Hole (at waterline) Pile 65S Has corroded fasteners. ½ x 1 x 1 Hole. Stringers Span 65 No 7, 8 are laying on side. No 3 split at bottom. Pile 66 Dock Split / large hole where bolted to stringer. Stringers Span 66 No 3 is leaning over and is split. No 5 is split Pile 67S (2) ½ dia x ¾ Holes. (2) ¼ dia Holes. 2 dia x Thru-hole (above water, under bolt) Pile 67 Dock Top of pile has a minor split. There is a ladder with a broken rung, also the chains used to secure it is corroded and broken). Bent 67W Weathered, stained, decayed with heavy splits and cracks. Bent 67 Dock - Has a single bent, with minor wear at the edge likely due to rubbing from the ladder. Exhibit B-6

29 Stringers Span 67 No 11, 13 are split full length. Stringers Span 67 Dock Bents and stingers change direction. Pile 68N 3 Hole. (2) ¾ x 1 Hole. 10 x 2 x ¾ Wood loss (at waterline). Pile 68 Dock Split at top from fasteners up, approx. 3. Stringers Span 68 No 2, 3 have rot. No 5 tilted over. Stringers Span 68 Dock Bents and stingers change direction from main pier. Stringers are split at ends at fasteners. Bents are at the T head. The identification of the piles is alphabetic increasing from north to south. The exact layout of the piles may not match the sketch exactly due to numderous piles added in over time, however it is important to note that the piles are identified and incremented up from north to south. Some concrete piles and other retrofit piles may be noted to be between two regularly spaced piles. Pile 69A2 Broken Pile Bent 69 1 x ½ wood loss at north end of bent. Pile 69B/C Broken spalled concrete pile. Pile 69D/E Broken spalled concrete pile. Pile 69F Split at top at fastener. 3 x 3 Hole. Pile 69G Old In poor condition. Has new crutch pile. Pile 69G Crutch New pile bolted to old pile but bents do not connect to it. 2 Scour. Pile 69H/I - Broken spalled concrete pile. Pile 69J (5) 1 dia x 1 Holes. Pile 69K Minor ½ x 4 wood loss below top bolt. Pile 69P 5 Scour Pile 69Q Minor Chips at top approx. 1.5 x ½. Bent 69 Single Bent. Pile 70B Has adjacent utilities. 4 x 5 Scour. Pile 70C/D Broken spalled concrete pile. 5 x 1 Scour. Exhibit B-7

30 Pile 70E Has adjacent broken concrete pile leaning over. Pile 70G/H Broken spalled concrete pile. Pile 70L Splitting at bottom 12 x 1 Pile 71D 6 x 8 Hole. Pile 71K Not Connected to anything. Pile 71M 1 dia x 1 Hole. 4 x ½ Hole. Approx 8 above bottom there is a 2 section with approx. 25% section loss. Pile 71N Not Connected to anything. Pile 71R Has 3 piles adjacent abandoned on floor. Bent 71 Note: some areas have double bent boards, some areas have a single bent boards. Pile 71.5A - Broken spalled concrete pile. Note: Bent 72 from piles A G have double bent boards. Bent 72 from piles H I split approx. 7 x ¼ Pile 72L 3 x 2 x 1 ½ Pile 72O 8 x 5 scour. Bent O Missing south bent. Stringers 72-73, 0-N Exhibiting weathering. Pile 73A1 Concrete pile broken 1 above waterline. Pile 73B/C Concrete pile not connected to anything. Pile 73D (5) 1 dia x 1 Holes. Pile 73F/G - Broken spalled concrete pile. Pile 73G Has a jacket, OK. Bent Gap in bent between piles G and H. Bent 73 C-D Stringers bolted to stringer but not to pile. Pile 74A Adjacent broken pile, 4 above bottom. Pile 74 C/D Concrete pile is supporting bent above, has cracking and spalling from top to waterline. Exhibit B-8

31 Pile 74E ½ dia x ¼ hole. 1 dia x 1 Hole. (3) ½ dia x ½ Hole. Pile 74E Conc Spalled and cracked at top. Bottom has section loss, necks down to 6. Has bents attached on side and on top. See video for complex geometry. Pile 74F Conc Nothing connected at top. Cracks and spalling at top. Below water rounding of the corners and 15% section loss. Pile 74I ¼ dia x ¼ Hole. Pile 74J Note: Bents on top of pile, not on sides. Pile 74L - ¼ dia x ¼ Hole. Pile 74N Multiple adjacent broken and abandoned piles. 3 ¼ x ½ x 2 ½ Hole. ¼ dia x ¼ Hole. 4 x 2 Scour. Pile 74P (2) Adjacent broken pile on floor. Bent 74 at Pile P Stringers connected to bents via notches and underside bolts. Bent is bolted to pile. Pile 75A 1 ½ x ¾ x 3 hole. Pile 75B Not connected to anything, wobbles with slight pressure applied by hand. Pile 75C - ¼ dia x ½ Hole. Pile 75D 3 Pile cluster, 2 are abandoned not connected to anything. 2 x 3 x 8 +/- Hole. (2) 1 dia Holes. 3 dia x 8 +/- Hole. 1 dia x 2 Hole. 2 x 1 x 3 Hole. Pile 75E Has a broken pile adjacent. 1 fastener, needs new fastener. Pile 75F Has a wood and a concrete abandoned piles adjacent. 3 x ¾ Scour. ¼ x ½ x ½ Hole. Note: Multiple debris at floor, multiple porcelain sinks and toilets and misc debris. Pile 75I - 3 x 2 Scour Pile 75M - 3 x 3/4 Scour Pile 75N 1 dia x 2 ½ Hole. ½ x ¾ Hole. Two broken piles on floor adjacent. Pile 75O Adjacent broken pile on floor. Pile 75P Adjacent broken pile on floor. 2 Scour. Pile 76C ¾ dia x ¾ Hole. ½ x ¾ x ¾ Hole. ¾ dia x ½ Hole. ¾ x ½ x 2 ½ Hole. Pile 76D ¾ dia x 2 Hole. Exhibit B-9

32 Note: Multiple debris at floor, (4) toilets. Pile 76F - Has adjacent abandoned pile. Pile 76H ¼ dia x ½ Hole. Pile 76K - 2 x ¼ minor hole at waterline. Pile 76R2 Batter Minor cracking at fasteners. Pile 76R3 Vertical Split at fasteners. Stringers Span rd from end has light weathering. Exhibit B-10

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78 Jeffrey Bergmann, PE // Project Manager 1402 Royal Palm Beach Blvd., Bldg 200, Royal Palm Beach FL t: f: