brett'swaterway café (foundation) - City of Fernandina Beach
APPLIED TECHNOLOGY AND MANAGEMENT, INC.
S U M M A RY R E P O R T STRUCTURAL CONDITION R E V I E W: B R E T T ’ S WAT E R WAY C A F É ( F O U N DAT I O N )
F ERNANDINA B EACH , F LORIDA
March 2011
PREPARED CITY
OF
FOR:
FERNANDINA BEACH, FLORIDA
S U M M A RY R E P O RT STRUCTURAL CONDITION REVIEW: BRETT ’ S WATERWAY CAFÉ ( FOUNDATION )
F ERNANDINA B EACH , F LORIDA I N T RO D U C T I O N
Applied Technology and Management, Inc. (ATM) has prepared this summary report at the request of the City of Fernandina Beach to assess the structural condition of the foundation of Brett’s Waterway Café. The inspection was limited to the visual areas of the pilings and beams, and did not include walls, roofing, plumbing, or any other components of the building. Components above the low water line were inspected utilizing a boat and available structure access. No underwater inspections were conducted as part of this scope. Cross members and other structural components were evaluated visually. No destructive testing, coring, or other laboratory testing of materials was conducted as part of this inspection. The condition was documented with photographs and an opinion of the general conditions are provided as part of this report. At the time of the site visit, the City Requested that ATM evaluate the following items as part of the inspection: 1. Address the concerns of having the existing fuel lines located under the building adjacent to the failing double tee’s. 2. Address the issue of the double tee’s failing (1962 construction) and whether it will effect the 1988 construction above. The details shown on the drawings (1988) do not indicate any attachment of the top of the existing (1962) tee’s to the pile cap to restrain them when and if failure occurs. Comments offered by Dole E Kelly Jr. on page 12/25 of the 2004 report indicate this failure would affect the girders. ATM used project plans and information provided by The City which included: 1. Original construction drawings by Holloway, Register & Cummings Associates Arch & Eng; Project #6216 dated 06-27-1962. Drawings S-1 to S-4. These drawings are not asbuilts. 2. Remodeled construction plan for top of concrete to elevation +11’-0” in 1988 by David K. Coonrod and Associates and Cubit Engineering Limited 3. Report by Harbor Civil Services 08/10/04 – Project # 99047.1092 4. Letter dated 11/12/2001 & 06/03/2002 from Passero Associates, LLC 5. Letter dated 07/21/2005 from CSRG Ltd discussion of pile repair cost
1
DESCRIPTION AND FINDINGS
On December 16, 2010 at approximately 10:00 A.M. Mr. Pete Peterson, P.E. and Mr. Van Jones, P.E. inspected the bottom of supporting structure of Brett’s Restaurant from a boat provided by the client. Mr. Glen Semanisin, P.E. from the City of Fernandina Beach was on hand to answer questions and provide additional insight and information on the structure. The structure consists of concrete piling supports which support cast in place concrete girders, which in turn provide support to pre-cast double tee’s. The interior octagon area consists of a cast in place beam, girder & slab combination. From documents provided, it appears that the original construction was started in 1962 which provided a platform over the water with a top slab elevation of 8.0 feet. In an up grade completed in 1988, the structure was built up above the existing structure to a slab elevation of 11.0 feet with wood framing to the finish floor elevation of 12.0 feet for the interior of the building. The attached structural plan details and location indicator show the new and old construction. The concrete piles have been encased in concrete or wrapped with a protective material. It appears additional piles have been wrapped when compared to the repair report. All pile surfaces had heavy oyster shell growth covering their surfaces. The wrapped piles appeared to be in fair condition, although no information could be obtained regarding the interior portions of the piles. All girders appear to have corrosion of the reinforcing steal showing rust stains and horizontal cracks. The corrosion appears to have progressed since the last inspection was conducted, based on available photographs. The cast in place beam under the octagon shape floor area has exposed bottom beam reinforcement with several horizontal cracks breaking the concrete cover from the bottom reinforcement along column line D (East - West direction). The beam in the North - South direction has horizontal cracks with exposed reinforcement. The original double tee’s that are exposed from the bottom have continued to deteriorate with cracking and some tee stems have no continuous bottom reinforcement. None of these have collapsed yet. However any significant movement or storm action could cause the double tee’s to fail. After reviewing all construction plans, neither the original drawings nor the modified drawings provide any details of how the concrete piles are connected to the supporting girders. This leaves the lateral analysis in question. No details where provided on how the supporting structure is or is not connected to the existing bulkhead. Both of these connection details are critical to determine the loading capacity of the structure. Photographic documentation is provided as an attachment to this report. Selected photographs are presented corresponding to the original floor plan grid provided by the City.
2
R E C O M M E N DA T I O N S
As a result of the visual inspection and review of previous reports, ATM recommends the following actions: 1. Obtain copies of the calculations of Dole E. Kelly Jr. recommendations in 2004. These calculations will determine if the improvements were sufficient and improved the structural capacity as noted. 2. Remove the two fuel lines that are hung from the original double tee’s. It is suggested that these lines be re-located under the wood framing around the perimeter on the North and West sides so as not to be in the areas where future failure of the structure will damage the lines. 3. Review the analysis offered by Dole E. Kelly Jr. based on the assumption that no bottom reinforcement is required in the bottom of the girders (page 12/25). Also field verify the attachments of the top of the existing tee’s (1966) to the girders. This could be verified by a penetration thru the flange of the existing double tee’s to the crawl space areas between the 1966 and 1988 construction. If the construction details of the connection of the 1966 construction show that the tee’ are connected, analysis should be completed to determine how best to resolve the issue with the existing double tee’s continuing deterioration. 4. Review the analysis offered by Dole E. Kelly Jr. to determine the wind speed at which the structure is capable of withstanding and coordinate with the local building official to see if this wind speed is acceptable. If not, then complete a design to reinforce the structure to meet the required lateral loads. 5. Perform testing on the worst deteriorated load bearing girders to determine how much useful bottom reinforcing is remaining. This would require removing some of the concrete and measuring the reinforcing diameter. 6. Due to the loss of all bottom steel reinforcing in the original floor beams in the area of the octagon construction (1966), confirm that the wood spacers under the gluelam beams are adequate at the center pile supports and at the ends of the gluelam beams. See Sections 6 & 8/S-3. This could be accomplished by penetrations of the wood flooring in the octagon shaped area. 7. Based on visual observations only and a review of available documents and completion of the proposed repairs, the safe life expectancy of the structure may range from 6 to 15 years, dependent on a review of the documents described above. It is recommended that additional and continued inspections occur on an annual basis to determine if the repairs and existing structure are sound.
3
8. The girders are critical to support of the cap extensions which were poured on top of the original cast-in place piling caps, as shown in the attached plans. This element should be maintained and repaired as required.
4
STRUCTUAL PLAN DETAILS AND LOCATION INDICATOR
PHOTOGRAPHIC DOCUMENTATION AND STATION LOCATION (Note that Photograph Numbers Correspond to Complete Photo Log)
Photo 1 – Girder at D-4 With Loss of Cover
Photo 6 – Double Tee Supports at F-5
Photo 9 – Double Tee’s and Girder at D-2
Photo 10 – Exterior Girder at D-0
Photo 11 – Double Tee’s at E-5
Photo 12 – Piles, Cap and Supports at F-5
Photo 13 – Girder at D-3
Photo 14 – Girder at D-6
Photo 15 – Girder at D-7
Photo 16 – Piles, Supports and Double Tee’s at D-7
Photo 19 – Girder at D-7
Photo 20 – Support at F-1
Photo 22 – Pile, Support and Double Tee’s at D-7
S U M M A RY R E P O R T STRUCTURAL CONDITION R E V I E W: B R E T T ’ S WAT E R WAY C A F É ( F O U N DAT I O N )
F ERNANDINA B EACH , F LORIDA
March 2011
PREPARED CITY
OF
FOR:
FERNANDINA BEACH, FLORIDA
S U M M A RY R E P O RT STRUCTURAL CONDITION REVIEW: BRETT ’ S WATERWAY CAFÉ ( FOUNDATION )
F ERNANDINA B EACH , F LORIDA I N T RO D U C T I O N
Applied Technology and Management, Inc. (ATM) has prepared this summary report at the request of the City of Fernandina Beach to assess the structural condition of the foundation of Brett’s Waterway Café. The inspection was limited to the visual areas of the pilings and beams, and did not include walls, roofing, plumbing, or any other components of the building. Components above the low water line were inspected utilizing a boat and available structure access. No underwater inspections were conducted as part of this scope. Cross members and other structural components were evaluated visually. No destructive testing, coring, or other laboratory testing of materials was conducted as part of this inspection. The condition was documented with photographs and an opinion of the general conditions are provided as part of this report. At the time of the site visit, the City Requested that ATM evaluate the following items as part of the inspection: 1. Address the concerns of having the existing fuel lines located under the building adjacent to the failing double tee’s. 2. Address the issue of the double tee’s failing (1962 construction) and whether it will effect the 1988 construction above. The details shown on the drawings (1988) do not indicate any attachment of the top of the existing (1962) tee’s to the pile cap to restrain them when and if failure occurs. Comments offered by Dole E Kelly Jr. on page 12/25 of the 2004 report indicate this failure would affect the girders. ATM used project plans and information provided by The City which included: 1. Original construction drawings by Holloway, Register & Cummings Associates Arch & Eng; Project #6216 dated 06-27-1962. Drawings S-1 to S-4. These drawings are not asbuilts. 2. Remodeled construction plan for top of concrete to elevation +11’-0” in 1988 by David K. Coonrod and Associates and Cubit Engineering Limited 3. Report by Harbor Civil Services 08/10/04 – Project # 99047.1092 4. Letter dated 11/12/2001 & 06/03/2002 from Passero Associates, LLC 5. Letter dated 07/21/2005 from CSRG Ltd discussion of pile repair cost
1
DESCRIPTION AND FINDINGS
On December 16, 2010 at approximately 10:00 A.M. Mr. Pete Peterson, P.E. and Mr. Van Jones, P.E. inspected the bottom of supporting structure of Brett’s Restaurant from a boat provided by the client. Mr. Glen Semanisin, P.E. from the City of Fernandina Beach was on hand to answer questions and provide additional insight and information on the structure. The structure consists of concrete piling supports which support cast in place concrete girders, which in turn provide support to pre-cast double tee’s. The interior octagon area consists of a cast in place beam, girder & slab combination. From documents provided, it appears that the original construction was started in 1962 which provided a platform over the water with a top slab elevation of 8.0 feet. In an up grade completed in 1988, the structure was built up above the existing structure to a slab elevation of 11.0 feet with wood framing to the finish floor elevation of 12.0 feet for the interior of the building. The attached structural plan details and location indicator show the new and old construction. The concrete piles have been encased in concrete or wrapped with a protective material. It appears additional piles have been wrapped when compared to the repair report. All pile surfaces had heavy oyster shell growth covering their surfaces. The wrapped piles appeared to be in fair condition, although no information could be obtained regarding the interior portions of the piles. All girders appear to have corrosion of the reinforcing steal showing rust stains and horizontal cracks. The corrosion appears to have progressed since the last inspection was conducted, based on available photographs. The cast in place beam under the octagon shape floor area has exposed bottom beam reinforcement with several horizontal cracks breaking the concrete cover from the bottom reinforcement along column line D (East - West direction). The beam in the North - South direction has horizontal cracks with exposed reinforcement. The original double tee’s that are exposed from the bottom have continued to deteriorate with cracking and some tee stems have no continuous bottom reinforcement. None of these have collapsed yet. However any significant movement or storm action could cause the double tee’s to fail. After reviewing all construction plans, neither the original drawings nor the modified drawings provide any details of how the concrete piles are connected to the supporting girders. This leaves the lateral analysis in question. No details where provided on how the supporting structure is or is not connected to the existing bulkhead. Both of these connection details are critical to determine the loading capacity of the structure. Photographic documentation is provided as an attachment to this report. Selected photographs are presented corresponding to the original floor plan grid provided by the City.
2
R E C O M M E N DA T I O N S
As a result of the visual inspection and review of previous reports, ATM recommends the following actions: 1. Obtain copies of the calculations of Dole E. Kelly Jr. recommendations in 2004. These calculations will determine if the improvements were sufficient and improved the structural capacity as noted. 2. Remove the two fuel lines that are hung from the original double tee’s. It is suggested that these lines be re-located under the wood framing around the perimeter on the North and West sides so as not to be in the areas where future failure of the structure will damage the lines. 3. Review the analysis offered by Dole E. Kelly Jr. based on the assumption that no bottom reinforcement is required in the bottom of the girders (page 12/25). Also field verify the attachments of the top of the existing tee’s (1966) to the girders. This could be verified by a penetration thru the flange of the existing double tee’s to the crawl space areas between the 1966 and 1988 construction. If the construction details of the connection of the 1966 construction show that the tee’ are connected, analysis should be completed to determine how best to resolve the issue with the existing double tee’s continuing deterioration. 4. Review the analysis offered by Dole E. Kelly Jr. to determine the wind speed at which the structure is capable of withstanding and coordinate with the local building official to see if this wind speed is acceptable. If not, then complete a design to reinforce the structure to meet the required lateral loads. 5. Perform testing on the worst deteriorated load bearing girders to determine how much useful bottom reinforcing is remaining. This would require removing some of the concrete and measuring the reinforcing diameter. 6. Due to the loss of all bottom steel reinforcing in the original floor beams in the area of the octagon construction (1966), confirm that the wood spacers under the gluelam beams are adequate at the center pile supports and at the ends of the gluelam beams. See Sections 6 & 8/S-3. This could be accomplished by penetrations of the wood flooring in the octagon shaped area. 7. Based on visual observations only and a review of available documents and completion of the proposed repairs, the safe life expectancy of the structure may range from 6 to 15 years, dependent on a review of the documents described above. It is recommended that additional and continued inspections occur on an annual basis to determine if the repairs and existing structure are sound.
3
8. The girders are critical to support of the cap extensions which were poured on top of the original cast-in place piling caps, as shown in the attached plans. This element should be maintained and repaired as required.
4
STRUCTUAL PLAN DETAILS AND LOCATION INDICATOR
PHOTOGRAPHIC DOCUMENTATION AND STATION LOCATION (Note that Photograph Numbers Correspond to Complete Photo Log)
Photo 1 – Girder at D-4 With Loss of Cover
Photo 6 – Double Tee Supports at F-5
Photo 9 – Double Tee’s and Girder at D-2
Photo 10 – Exterior Girder at D-0
Photo 11 – Double Tee’s at E-5
Photo 12 – Piles, Cap and Supports at F-5
Photo 13 – Girder at D-3
Photo 14 – Girder at D-6
Photo 15 – Girder at D-7
Photo 16 – Piles, Supports and Double Tee’s at D-7
Photo 19 – Girder at D-7
Photo 20 – Support at F-1
Photo 22 – Pile, Support and Double Tee’s at D-7
