preliminary assessment report: monroe county …

A Resource for the State of Florida

HURRICANE LOSS REDUCTION FOR

HOUSING IN FLORIDA:

PRELIMINARY ASSESSMENT REPORT: MONROE COUNTY HURRICANE SHELTER AT THE GRAHAM CENTER AT FIU

A Research Project Funded by The State of Florida Department of Community Affairs

Through Contract # 05RC-11-13-00-05-001

PREPARED BY THE INTERNATIONAL HURRICANE RESEARCH CENTER

FLORIDA INTERNATIONAL UNIVERSITY

Pistorino & Alam Consulting Engineers, Inc. Proj. #05-235

1.0 EXECUTIVE SUMMARY The firm Pistorino & Alam Consulting Engineers, Inc. was retained by the International Hurricane Research Center at the Florida International University (FIU) to perform the preliminary structural engineering assessment of the original building and additions conforming the Ernest R. Graham Center (EGC), in order to establish the adequacy of building to meet structural requirements established for a hurricane evacuation shelter. This study also includes cost effective retrofit propositions for the structural systems, non-structural components and for the hardening of the building envelope as well as a benefit cost analysis. The EGC is located at the Florida International University, University Park, 11200 SW 8th Street Miami, Florida 33199 and it will serve as a recovery shelter for the for the people of the Monroe County. The building can be effectively converted and improved to function as a temporary hurricane shelter. The hardening costs for providing internal partitions that isolate sections as well as protection for exterior glazing/glass wall openings is approximately $1,500,000. Up grading the building frame and roof openings and roof mounted mechanical equipment will also be necessary, and the budget estimated is approximately $1,750,000 depending on the actual retrofit requirements. The detailed engineering assessment will cost $150,000.

Ernest R. Graham Center Main Entrance

FIU/IHRC Final Report Year 5: Pistorino & Alam GC Report 3

2.0 INTRODUCTION The EGC has been previously evaluated as a potential public hurricane evacuation shelter in the year 2004 by the Florida Department of Community affairs (DCA). At that time DCA requested a more detailed phase I architectural and engineering study to further evaluate the building. Findings of the DCA evaluation are included in Appendix A. “Least Risk Decision Making: ARC 4496 Guidelines Summary”. The purpose of this study in the preliminary assessment of the structural systems in the EGC building in order to obtain the critical analytical data for estimating the adequacy of the building to withstand the wind loads associated with the performance criteria for a hurricane shelter. It will also serve to establish the need for more detailed assessment and to provide cost effective retrofits for the structural systems and the exterior envelope of the selected areas of the EGC to be part of the shelter. 2.1 OCCUPANCY The EGC is currently being used as the recreational center for the students of FIU. Some areas of the center are leased to private parties for commercial use precluding them to be considered available for public use. In the event of a hurricane the selected areas of the building must function as a public shelter for the evacuees at its maximum occupancy. From the structural point of view the building is considered as a whole. The total square footage of areas analyzed is approximately 200.000 square feet. However this figure does not represent the total area of the shelter. Subsequent refined selection of the areas within the proposed shelter must be made based on their availability for public use, in order to determine the maximum shelter capacity. When doing so, adequate space must be set aside for registration, health services and safety and fire considerations in addition to the space requirements for the shelter residents. ARC uses the planning guidelines of 40 square feet of space per shelter resident and per persons working with disaster health services as well.


3.0 REVIEWED DOCUMENTS FIU Facilities Management/Operations provided Pistorino & Alam Consulting Engineers, Inc. with the following documents for review. These documents along with the observations made during our reconnaissance walk through the facilities are the basis for the assumptions in this study. Provided Documents:

• Project Number 3371. Dated11/21/72. “Student Services Building Florida International University Tamiami Trail Miami, Florida” by Grove/Haack & Associates, Inc.

• State Project Number BR-866. Dated 3/27/89. “University House Remodeling and Addition Florida International University Tamiami Campus” by the Russel Partnership, Inc.

• State Project Number BR-808. Dated 12/13/1993. “Ernest R. Graham Center Remodeling and Addition Florida International University Miami, Florida” by Lemus Ramos and Associates, Inc.

• PROJECT Number 20739. Dated 05/07/01. “Bookstore Addition/Renovation Florida International University Bookstore Miami, Florida” by Bridgeport Design Group.

• State Project Number BR-806. Dated 11/15/2003. “Florida International University Graham Center Renovations and Additions University Park Miami, Florida 33199” by MCHarris Associates.

• Threshold Inspector Special Inspector’s Inspection Plan” by Martinez Engineering Group, Inc.

4.0 LOADING AND PERFORMANCE CRITERIA The standards adopted for the selection and evaluations of the existing facilities are:

• US Department of Energy, Natural Phenomena Hazards Design and Evaluation Criteria for Department of Energy Facilities, DOE-STD-1020-2002, January 2002.

• American Red Cross, Standards for Hurricane Evacuation Shelter Selection, ARC 4496, January 2002.


• Department of Community affairs, Consultive Guidance for Implementation of Public Shelter Design Criteria, EHPA, 2004 State Emergency Shelter Plan.

• American Society of Civil Engineers Guidelines for Structural Conditions Assessment of Existing Buildings, ANSI/ASCE 11-90.

• American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures, ASCE 7-98.

• Florida Building Code 2001. 5.0 EXISTING FACILITIES The EGC as it stands today consist of several buildings that have been added on to the original Student Services Building during different periods dating back to the year 1972 with the most recent addition in the year 2003. These buildings have different structural framing systems that have been designed according to the current codes at the time of execution of the projects. Furthermore, the center has been the subject of constant renovations throughout its life in order to accommodate for its changing needs. For intentions of this study, the EGC has been divided into eight areas. They have been located with respect to the original Students Services Building and identified as following. Also graphic representation of the areas is included in Appendix B: Floor plans of the Ernest R. Graham University Center:

Area Locations • A Inner Core, 1st Level • A1 Inner Core, 1st Level • B North East, 1st Level • B1 East, 1st Level • C North West, 1st Level • C1 North West, 1st Level • C2 North, 1st Level • D South, 1st Level • E South East, 1st Level • F Inner Core, 2nd Level • G North West, 2nd Level • H Inner Core, 3rd Level


6.0 STRUCTURAL SYSTEMS AND COMPONENTS AND CLADDINGS

6.1 ORIGINAL STUDENT SERVICES BUILDING This building is identified with areas A, A1, F, H and Project Number 3371 dated, 11/21/72. Based upon the layout of the different buildings that conform the EGC, the inner core of the shelter will be the original Student Services Building. However, the information on the drawings for this three-story structure is very limited. The building is formed by two adjacent structures separated by a one-inch expansion joint running in the North South direction and the structural system is a reinforced concrete cast-in-place flexural frame.

Student Services Building West Façade

Cast-in-place slab on pre-cast joists and cast-in-place beams


The framing plan at roof level is mainly one-way slab on precast joists and cast-in-place beams. The third and second floor level framing plans are two-way waffle slab monolithic with beams. Foundations consist of group piles and pile caps. The story height is 12 feet and the predominant bay span is 30 feet with the span ratio close to one. The structure is regular in plan and the load paths are well defined for vertical as well as for lateral loads Windows on the first and second level are small and scarce. On the other hand big glass doors and windows are present in the third floor. Most of the exterior walls of this building are pre-cast concrete panels mechanically attached to the beams and/or slabs. Except for the walls of the auditorium to the left bottom corner of area A identified as room 140, which are made of stack bond concrete masonry unit (CMU) walls.

Student Services Building East Façade

Mechanical Equipment and Aggregate Built-up Roofing


The roof level is the most vulnerable; the roof covering is aggregate surfaced built-up roof (BUR). Flying aggregate has been the caused of much damage in past hurricanes. Additionally, metal flashing, gutters and lighting protection systems (LPS) cables are not properly secured. Also there are three clear plastic skylights and numerous mechanical equipments, ventilations intakes, exhaust and air conditioning ducts are minimally secured to the roof.

6.2 NORTH EAST ADDITION Areas B and B1 are part of this building and they correspond to Project Number BR-566 dated, 03/27/89. The structural system framing system for this one story reinforced concrete building consists of cast –in-place, one way concrete slab on precast joists, cast-in-place beams and columns. The foundations are isolated spread footings. Also there is a retaining wall footing on the South and South West of the building. The architectural and structural drawings for the North East part of these additions are complete. Structural members are well documented in the drawings except for the pre-cast joists. However, for the Central East part of this addition, areas B1, there are no structural drawings available so the structure is being described based on observations made during our site visits. This structure is irregular in plan and mixed structural systems occur at one level. The load path for the lateral loads must be established.

North East Addition East Façade


The exterior walls to the North are CMU walls with extensive glass windows. The South and part of the East facades of area B are also CMU walls but with almost no windows. Precast panels make for walls at the East façade

North East Addition North Façade

North East Addition South Façade The curve walls of area B1 are a combination of CMU, precast panels and glass block walls with large windows. Some mechanical equipment is present in the roof.


East Façade Area B1

North East Addition Roof Level


6.3 NORTH WEST ADDITION C, C1, C2 and G are the areas corresponding to Project Number BR-860 dated, 11/15/2003. The structural framing system for this two-story reinforced concrete building consists mainly of precast joists on soffit beams and in some areas flat one and two way solid slabs, cast-in-place concrete. The roof framing for the multi function courtyard and the retail space, Areas C1 and C2 have reinforced concrete slab over metal deck spanning on steel joists. Foundations are isolated spread footing. This is the most recent and best-documented addition. Structural and architectural drawings are complete, threshold special inspector’s inspection report is available and shop drawing for curtain wall and window and doors are also included. Even though this building is quite irregular in plan and in elevation, it is the most recent and consequently it was designed to more stringent codes, ASCE 7-98 and the FBC 2001.

North West Addition West Façade

North West Addition North Façade Areas C1 and C2


North West Addition South Façade

This addition has an extensive curtain wall along the curved exterior of area C1 and also large windows are present on area C2. Shop drawings for the impact resistant curtain wall and windows are available. The rest of the exterior walls are mainly precast panels, some CMU walls and some load bearing concrete walls. Again, mechanical equipment on the rooftop is present.

North West Addition Roof Level Mechanical Equipment


6.4 SOUTH ADDITIONS The two additions to the South areas D and E correspond to the Project BR-808 and Project 20739 dated, 12/13/1993 and 05/07/01 respectively. The roof framing in these additions consists of Vulcraft metal deck over steel joists and there is no concrete slab on top of the metal deck specified in the drawings. In the past this lightweight roof frame system has performed poorly when subjected to uplift pressure from wind loads, and unless uplift test are performed to evaluate the capacity of the roof system, the structural adequacy of this building cannot be assumed. Furthermore, most of the ground floors are private leases. No further considerations are given to these two areas D and E in regards to the shelter.

South Additions East Façade

South Additions South Façade


7.0 STRUCTURAL REQUIREMENTS AND DESIGN CRITERIA

7.1 EXISTING STRUCTURES DESIGN PHILOSOPHY The design philosophy applied to the structural system of the EGC buildings are the requirements established on the applicable codes at the time of their design, and the design criteria were corresponding to the nature of their occupancy as an educational building. The performance of these buildings under dead and live loads is unquestionable. The structural systems and non-structural components are in good service conditions with no signs of structural distress, no large deflection, no cracks or spalling concrete and no rusting steel. Even more, this facilities have been very well maintained and there is no history of mayor failures during past hurricanes.

7.2 PUBLIC SHELTER DESIGN CRITERIA According to Public Shelter Design Criteria also known as EHPA criteria, the Structural Requirements for a public hurricane shelter must be such that not only the structural frame resists collapse in a Category 3 or greater hurricane, but that the exterior envelope components, cladding materials and assemblies remain sufficiently intact to protect the building occupants and preserve the mass care function.

7.3 WIND LOAD PERFORMANCE The wind load performance objective of a shelter is more stringent than that of an educational building, that is: a building functioning as a shelter must be such that under wind load the structural system remains stable and would not collapse. Furthermore, localized damage or breach of the structural envelope and flow of the water through the building and water damage are not acceptable if the building is to maintain its mars care functions as an essential facility. Public shelters are to be designed according to wind load provisions ASCE 7-98 using an important factor (I) for a category III or IV (essential facility) building occupancy. However, the EHPA code provisions recommend increasing by 40 miles per hour the ASCE 7-98 map wind speed with an important factor of 1.00. DCA also recommends the 40 mile per hour increase in base wind speed. This increment is consistent with the Department of Energy DOE-STD-1020 criteria by adjusting the wind speed design up to about 1,000+ year recurrence levels.


8.0 CONCLUSIONS AND RECOMMENDATIONS

8.1 AVAILABLE AREAS SUITABLE FOR OCCUPATION The structural systems of the original Student Services Building, the North West Addition and the North East Additions are very likely to support higher wind loading provided with the necessary enhancements and retro fits. These buildings have low slenderness ratios, robust structural members and heavy roof systems (approximately 50psf). They are fairly regular in the plans and elevations and the load paths for lateral loads can be clearly delineated. Based upon the assumed criteria, the available information on the reviewed documents and the observations from our site visits, areas A, B, B1, C, F, G and H have been selected to be part of the shelter. Area A1 has been excluded due to previous flooding occurrence, its floor level is below grade. Likewise area C1 has also been banned due to the extensive curtain wall.

8.2 ENGINEERING ASSESSMENT A detailed assessment is required for the purpose of determining the adequacy of the structural systems to satisfy the requirement of the EHPA performance criteria. Given the absence of data regarding most of the existing members in the original Student Services Building, a survey to determine their dimensions and geometric is required. In the same order, to obtain material properties, it is necessary to perform non-destructive tests of the concrete and to obtain representative samples of the reinforcement. The strength evaluation of the selected areas will be based on the as-built conditions, measured dimensions and the determined material properties. Only after the detailed evaluation based upon the new wind loading is complete, the required retrofit for the existing structural systems can be determined. It is estimated such activities will cost $150,000.

8.3 EXTERIOR ENVELOPE REQUIREMENTS Hardening of the exterior envelope is essential and irrelevant of the findings from the detailed assessments regarding the structural systems. Since most of the exterior walls are precast concrete and considering that most connections of precast concrete have little continuity, evaluation of the existing connectors is essential in order to define the load paths for the lateral loads. CMU walls need to be explored to confirm the existing reinforcement and retrofitted with the mandatory vertical and horizontal reinforcing bars.


8.3.1 Wall Openings All windows and doors must be protected against flying debris by installing barriers such as accordion shutters, heavy coiling doors, roll-downs and hollow metal exterior doors. The adequacy of the supporting walls must be confirmed or otherwise provided by the required retrofit. The following tabulation quantifies the areas requiring protection and the associated costs. Building

Area Cost Opening Quantity # of Exterior

Openings A Entry right end 1 Entry right end 1 Entry north 1 Entry north 1 Entry north 1 Entry north 1 6 West entry 1 North entry 1 Quantity of accordion

openings 4

Double hollow metal replacement doors

6

$150,000 Building


Openings B Glass block at stair tower 4 Wd at loading dock 1 Wd type 2 8 Louver 2 Louver 1 Wd type 3 6 West end side Wd 2 24 Door type A1 1 Door type B1 1 Quantity of accordion

openings 6

Single hollow metal replacement doors

4


7

$165,000


8.3.1 Wall Openings Continued Building


Openings B1 Wd A 8 Wd B 6 Glass block 2 16 Door type 1 1 Door type 2 1 Quantity of accordion

openings 3


1

$50,000 Building


Openings C Wd type A 5 Wd type B 12 Wd type C 5 Wd type D 8 Single hollow metal

replacement doors 8


3

30 North entry 1 $90,000 Building


Openings C1 Wd type A 161 Wd type B 14 Quantity of accordion

openings 1

175 $320,000




Openings C2 Quantity of accordion

openings 5

Wd N1 1 North door N2 1 Wd N3 1 Wd W1 1 Wd W2 1 0 $19,000 Building


Openings F Corner Wd 1 Corner Wd 1 Louver 1 Louver 1 West by stairs 1 West wd 1 6 $60,000 Building


Openings G Wd A 10 Wd B 2 Wd C 1 Wd D 1 Wd E 1 Wd F 3 Wd G 2 Wd H 3 Door 1 1 Door 2 1 Sq. feet, accordions 281 Single hollow metal

replacement doors 6

Interior install heavy cooling doors

1

24 $120,000




Openings H Ribbon 5 Ribbon 1 Ribbon 1 Ribbon 1 Ribbon 1 Louver 1 Adjacent clearstory 1 Adjacent clearstory 1 12 Panther suite 1 Panther suite 1 $105,000

8.3.2 Interior Partitions Additionally, interior partitions defining the limits of the shelter between area A and areas D, E, and A1 and between area C1 and areas C and G are necessary. The cost of these partitions has been included in the previous tables, corresponding to each area. Please refer to sketch 1 in Appendix B

8.3.3 Roof Mechanical Equipment Given the variety and the scattered location of the existing mechanical equipments in the rooftop, further assessment is recommended to evaluate their adequacy to sustain high up lift forces. Similarly, every opening on the roof and on any exterior wall, for the mechanical equipment must be protected in such a way that the integrity of the exterior envelope is maintained while allowing for the different equipment to function properly. Estimated Cost $250,000. 9.0 COST BENEFIT ANALYSIS The cost of hardening the envelope will be a fair amount of the total cost of retrofitting the existing facilities. Based on the proposal for providing shutters for all windows and doors and interior partitions, and allowing for the replacement of the skylights, the approximate amount of $1,500,000 should be allocated to this respect.


The engineering assessment of the structure includes four phases, the survey of the structural members, the determination of the material properties thru testing, the structural analysis of the existing members and the design of any required retrofits, if any. This assessment has an approximate cost of $150,000. Depending on the actual design requirements, the cost of the retrofits for the structural and non-structural components should be budgeted as $1,500,000. However, only after the detailed assessment is completed and depending on the results an exact estimation of the mitigation cost for the structures can be made. The cost of up grading the mechanical equipment has been estimated to be $250,000. Note: Projected costs for the exterior wall openings have been estimated by HPI (Hurricane Protection Industries, Inc.). 10.0 SUFFICIENCY This report is based primarily on the visual observations of the exposed building elements. To the best of our knowledge and our ability, this report represents an accurate appraisal of the present condition of the building, based on the observed exposed conditions, to the extent reasonably possible. Nothing in this report shall be construed directly or indirectly as a guarantee of any portion of the structure. Submitted by, Pistorino & Alam Consulting Engineers, Inc. John C. Pistorino, P.E., President Leonor Ortega, E.I., Attachments: Appendix A, “Least Risk Decision Making. ARC 4496 Guidelines Summary” Appendix B, “Floor Plans for the Ernest R. Graham University Center”


Report Submitted to the International Hurricane Research Center: Pistorino & Alam Consulting Engineers, Inc.

7171 S.W. 62nd Avenue, 4th Floor Miami, Florida 33143 Phone: (305) 669-2700 Fax: (305) 669-2165


APPENDIX “A”

“Least Risk Decision Making

ARC 4496 Guidelines Summary”


DRAFT2 Least-Risk Decision Making: ARC 4496 Guideline Summary

Survey Date: June 30, 2004 County: Miami-Dade Facility Name: FIU-Engineering Center Address: 10555 W. Flagler St. (Hurricane Shelter spaces surveyed are located in 1st story classrooms & corridor) City: Miami State: FL Zip Code: 33174 + Coordinates: Latitude: 25° 46.188' Longitude: 80° 22.107' CRITERIA

PREFERRED

MARGINAL

Investigation/ Mitigation req’d

1. Storm Surge Inundation

Building and access routes located outside Category 5 inundation zone (FF elev. 10.0' msl)

2. Rainfall Flooding / Dam Considerations

Building and access route located in FIRM Zone X (unshaded)

There is a history of minor grounds flooding

3. Hazmat and Nuclear Power Plant Considerations

No NPP within ten miles

Per SERC data, FIU is inside VZ for one (1) Hazmat Sec. 302 facility (#30957) -- Per Miami-Dade EM, risk & effects of release during major hurricane should be low

4. Lay-down Hazard Exposure

Minor lay-down hazards were observed near the facility; primarily palm trees and other small trees that do not appear to be large enough to breach the building’s envelope

5. Wind and Debris Exposure

Limited wind exposure (ASCE 7


Exposure B/C), 8 miles from Biscayne Bay; minor exposure to large windborne debris sources (tree branchs); east side near parking area that may present roll-over hazard due to parked vehicles*

6. Wind Design Verification

Designed & constructed ca. 1978; design code = SFBC, wind design, importance factor & exposure not specified

7. Construction Type / Loadpath Verification

Three story heavy weight MR steel frame with reinforced concrete floor and roof decks

8. Building Condition / Wind Damage History

Good condition, no observable or known structural deterioration; no history of wind damage

9. Exterior Wall Construction

Unreinforced 8" CMU walls; reinforcement details inconclusive on available A/S drawings

10. Fenestrations / Window Protection

Unprotected ANSI Z-97.1 safety glass (Note: metal panel shutters may be available)

11. Roof Construction / Roof Slope

Moderate weight (~40 psf) flat slope 3"concrete on composite 20 ga metal deck w/ built-up roof cover &


gravel typical; no significant overhang present

12. Roof Open Span

Moderate weight (~40 psf) roof w/typical span @ ~32'

13. Roof Drainage / Ponding

Drainage confining parapets present w/scuppers; no significant roof ponding reported

14. Interior Safe Space

N/A - Typical interior partitions are GWB on metal stud or unreinforced masonry

15. Life Safety / Emergency Power

Generator present; Life safety inspection not performed as part of this survey

CMU-Concrete Masonry Unit; NPP-Nuclear Power Plant; GWB-Gypsum Wall Board * - Vehicles should not be parked within 50 feet of building perimeter during high wind events; vehicle stand-off is considered a mitigating factor. ** - Recommend evaluation of CMU wall system by professional structural engineer for certification to meet the wind load requirements according to ASCE 7-98, Category IV.


FIU - Engineering Center Estimate of Potential Hurricane Shelter Area and Spaces

Room #(s)

Gross Floor Area, s.f.

Approx. Use Factor

Usable Area, s.f.

1104

960

0.75

720

1105

960

0.75

720

1107

960

0.75

720

1109

660

0.75

495

1110

660

0.75

495

1112

1,312

0.75

984

1113

660

0.75

495

1114

660

0.75

495

1115

1,312

0.75

984

1116

660

0.75

495

1100W2

1,368

0.85

1,162

Potential Total Usable Floor Area

7,765

Potential Hurricane Shelter Spaces @ 20 sq.ft. per space

388

“As-Is” ARC 4496 Hurricane Shelter Spaces

0



Survey Date: June 29, 2004 County: Miami-Dade Facility Name: FIU-Eng. & Computer Science Address: 11200 SW 8th St (Hurricane Shelter spaces located in 1st story corridors & east wing classrooms) City: Miami State: FL Zip Code: 33199 + Coordinates: Latitude: 25° 45.567' Longitude: 80° 22.433' CRITERIA

PREFERRED

MARGINAL





Building and access route located in FIRM Zone X (shaded); there is a history of minor grounds flooding








Sheltered wind exposure (ASCE 7 Exposure B), 8 miles from Biscayne Bay; Minor exposure to large windborne debris sources (primarily tree branchs)

Adjacent to parking lot that may present roll-over hazard due to parked vehicles*


Designed & constructed ca. 1987; design code = SFBC


Two story w/ partial four story heavy weight monolithic reinforced concrete frame with reinforced concrete floor and roof decks

Two story tie-column & beam reinforced CMU wall bearing structure with reinforced concrete floor and roof decks




Unreinforced 8" CMU walls; infilled to tie-columns @ ~16' o.c. w/ 3" fluted masonry veneer


Windows covered by jalousie-type metal shutters; impact test performance unknown


Heavy weight (~50 psf) monolithic roof; 4" reinforced concrete flat slope roof deck w/ built-up roof cover & gravel typical; no significant


overhang present 12. Roof Open Span

Heavy weight (~50 psf) monolithic reinforced concrete roof w/typical span @ ~40'


Drainage confining parapets present w/scuppers; no significant roof ponding observed


Interior corridor: Partially reinforced masonry w/ tie-column spacing @ ~13.5' o.c. w/ 4" reinforced concrete floor overhead



CMU-Concrete Masonry Unit; NPP-Nuclear Power Plant; GWB-Gypsum Wall Board * - Vehicles should not be parked within 50 feet of building perimeter during high wind events; vehicle stand-off is considered a mitigating factor. ** - Recommend evaluation of loadpath and tie-column & beam wall system components by professional structural engineer for certification to meet the wind load requirements according to ASCE 7-98, Category IV.


FIU - Engineering and Computer Science Bldg Estimate of Potential Hurricane Shelter Area and Spaces

Room #(s)


Approx. Use Factor

Usable Area, s.f.

132

580

0.75

435

134

520

0.75

435

135

999

0.50

499

136

580

0.75

435

138

580

0.75

435

143

560

0.75

420

145

532

0.65

345

100W1

1,392

0.85

1,183

100W2

1,392

0.85

1,183


5,370


268

Corridor 100W1 & 100W2 “as-is” spaces

118



Survey Date: June 29, 2004 County: Miami-Dade Facility Name: FIU-E.R. Graham Center, Part A Address: 11200 SW 8th St City: Miami State: FL Zip Code: 33199 + Coordinates: Latitude: 25° 45.357' Longitude: 80° 22.343' CRITERIA

PREFERRED

MARGINAL













Sheltered wind exposure (ASCE 7 Exposure B), 8 miles from Biscayne Bay

Facility is adjacent to parking lot that may present roll-over hazard due to parked vehicles*; Minimal exposure to large windborne debris sources (tree branches)


Designed & constructed ca. 1989; design code (probably SBC), importance factor & exposure not available


One story w/ partial three story heavy weight monolithic reinforced concrete frame with reinforced concrete roof decks




Unreinforced 8" CMU walls; all non-bearing masonry infilled to columns @ ~22' o.c.; note that some portions of wall are stack bond


Unprotected ANSI Z-97.1 safety glass


Heavy weight (~50 psf) monolithic roof; 4" reinforced concrete flat slope roof deck w/ built-up roof cover & gravel


typical; no significant overhang present

12. Roof Open Span

Heavy weight (~50 psf) monolithic reinforced concrete roof w/typical spans of ~19' to 26'

Heavy weight (~50 psf) monolithic reinforced concrete roof w/max. span @ ~70'









FIU - E.R. Graham Center, Part A Estimate of Potential Hurricane Shelter Area and Spaces

Room #(s)


Approx. Use Factor

Usable Area, s.f.

100

~ 616

0.85

523

100W1

~ 952

0.85

809

100W8-north

~ 4,200

0.85

3,570

100W6

~ 4,180

0.85

3,553

130W1

~ 1,924

0.75

1,443

112 (114* & 119*)

~ 6,200

0.75

4,650

243

~ 2,795

0.85

2,375

200W3

~ 720

0.85

612

200W5

~ 2,050

0.85

1,742

1300W1

~ 2,790

0.85

2,371

1200W1*

~ 1,584

0.85

1,346

1200W3*

~ 1,170

0.85

994


23,988

Potential Hurricane Shelter Spaces @ 20 s.f. per space

1,199


TBD

* - Note: Spaces currently under construction or scheduled for renovation.



Survey Date: June 29, 2004 County: Miami-Dade Facility Name: FIU-E.R. Graham Center, Part B Address: 11200 SW 8th St City: Miami State: FL Zip Code: 33199 + Coordinates: Latitude: 25° 45.357' Longitude: 80° 22.343' CRITERIA

PREFERRED

MARGINAL














Facility is adjacent to parking lot that may present roll-over hazard due to parked vehicles* ; Minimal exposure to large windborne debris sources (tree branches)


Designed & constructed ca. 1989; design code = SBC @120 mph, design importance factor & exposure not specified (record drawings available)


One story heavy weight monolithic reinforced concrete frame with reinforced concrete roof decks




5" precast concrete panels @ east-wall

Partially reinforced 8" CMU; north-wall infilled to tie-columns @ ~6'8" o.c. w/ veneer

Unreinforced 8" CMU walls; all other non-bearing masonry infilled to columns @ ~22' o.c. w/ veneer




Heavy weight (~50 psf) monolithic roof; 4" reinforced concrete flat slope roof deck w/ built-up roof cover & gravel typical; no significant overhang present


12. Roof Open Span

Heavy weight (~50 psf) monolithic reinforced concrete roof w/typical spans of ~19' to 26'

Heavy weight (~50 psf) monolithic reinforced concrete roof w/max. span @ ~70'









FIU - E.R. Graham Center, Part B Estimate of Potential Hurricane Shelter Area and Spaces

Room #(s)


Approx. Use Factor

Usable Area, s.f.

118

~ 2,665

0.75

1,998

125

~ 1,840

0.85

1,564

125A, B & C

~ 7,705

0.85

6,549


10,111


505


TBD



Survey Date: June 29, 2004 County: Miami-Dade Facility Name: FIU-E.R. Graham Center, Part C Address: 11200 SW 8th St City: Miami State: FL Zip Code: 33199 + Coordinates: Latitude: 25° 45.357' Longitude: 80° 22.343' CRITERIA

PREFERRED

MARGINAL














Facility is adjacent to parking lot that may present roll-over hazard due to parked vehicles* ; Minimal exposure to large windborne debris sources (tree branches)


Designed & constructed ca. 1994; design code = SBC/ANSI A58.1 @120 mph

Design importance factor & exposure not specified


One story w/ partial two story reinforced masonry wall bearing structure with interior ordinary steel frame and light metal roof decks




Reinforced CMU (1#5 @ 48" o.c.) infilled to tie-column & beam system w/ stucco veneer




Light weight (~10 psf) flat slope 22 ga metal deck w/ built-up roof cover & gravel typical; no significant overhang present

12. Roof Open Span

Light weight (~10 psf) roof w/typical span @ ~28'








CMU-Concrete Masonry Unit; NPP-Nuclear Power Plant; GWB-Gypsum Wall Board * - Vehicles should not be parked within 50 feet of building perimeter during high wind events; vehicle stand-off is considered a mitigating factor. ** - Recommend certification by professional structural engineer that structure meets the wind load requirements according to ASCE 7-98, Category IV.


FIU - E.R. Graham Center, Part C

Estimate of Potential Hurricane Shelter Area and Spaces Room #(s)


Approx. Use Factor

Usable Area, s.f.

100W8-south

~ 4,704

0.85

3,998

180W

~ 3,696

0.75

2,772

271A, 271B, 273A, 273B, 275A, 275B

~ 2,664

0.75

1,998

272, 274, 276

~ 1,340

0.75

1,005

278A, 278B

~ 1,120

0.75

840

277, 279A, 279B

~ 2,394

0.75

1,795

280

~ 1,034

0.50

517

283A, 283B

~ 1,204

0.75

903

285, 287A, 287B

~ 2,268

0.75

1,701

286, 288

~ 1,120

0.75

840

289

~ 540

0.75

405

260W2

~ 1,632

0.85

1,387

260W3

~ 888

0.85

754

260W4

~ 672

0.85

571

260W7

~ 672

0.85

571


20,057


1,002


TBD



Survey Date: June 29, 2004 County: Miami-Dade Facility Name: FIU-Golden Panther Arena Address: 11200 SW 8th St (Hurricane Shelter spaces located in 1st story-south classrooms & corridor) City: Miami State: FL Zip Code: 33165 + Coordinates: Latitude: 25° 45.444' Longitude: 80° 22.806' CRITERIA

PREFERRED

MARGINAL













Limited wind exposure (ASCE 7 Exposure B/C), 8 miles from Biscayne Bay; minor exposure to large windborne debris sources (tree branchs); east side near parking area that may present roll-over hazard due to parked vehicles*


Designed & constructed ca. 1984; design code, importance factor and exposure not available


One story with partial three story heavy weight reinforced concrete frame with reinforced concrete floor decks

Very long span, deep steel truss roof structure with 26 ga metal roof deck




1st story north, south and east typical walls: Partially reinforced 8" CMU non-loadbearing wall; CMU infilled to tie-columns @ ~12.5' o.c. w/ stucco veneer

1st story west typical wall: Unreinforced 8" CMU infilled to tie-columns @ ~21' o.c. w/stucco veneer Upper stories: light weight insulated metal panels, ga. not available

9.a. Exterior Wall Construction (1st story-southside classroom area)

12" reinforced concrete shear walls at east and west walls

Partially reinforced 8" CMU; south-wall infilled to tie-column & beams @ ~12.5' o.c. w/ stucco

Partition wall @ main gym: unreinforced CMU infilled to tie-column & beams @


veneer 19' oc; 4' deep stored wood bleacher assembly may be mitigating factor


Unprotected ANSI Z-97.1 safety glass; > 5% @ south face (~ 6%) (~ 140 s.f. of window area)


2nd Floor deck: Heavy weight (~60 psf) monolithic roof; 4.5" reinforced concrete flat slope floor deck w/ wood floor covering

Main-roof: Flat slope light weight concrete on 26 ga metal deck (~10) w/ built-up roof cover & gravel typical; no significant overhang present

12. Roof Open Span

2nd Floor deck: Heavy weight (~60 psf) monolithic reinforced concrete floor deck w/typical span @ ~28'

Main-roof: Maximum roof span @ ~125' (based on Trusses T-1, T-1A, T-1B & T-2)


Main-roof: Drainage confining parapets present w/scuppers; no significant roof ponding reported







FIU - Golden Panther Arena, 1st floor-south classroom area Estimate of Potential Hurricane Shelter Area and Spaces

Room #(s)

Gross Dimensions, ft

Approx. Use Factor

Usable Area, sq.ft.

112

625

0.75

468

113

630

0.75

472

117

672

0.75

504

121

1,674

0.75

1,255

123

630

0.75

472

100W2

896

0.85

761


3,932

Total Potential Hurricane Shelter Spaces @ 20 sq.ft. per space

196

Corridor 100W2 & Classrooms 113, 117 and 123 “as-is” spaces

110



Survey Date: June 29, 2004 County: Miami-Dade Facility Name: FIU-Labor Center/ELI Address: 11200 SW 8th St (Hurricane Shelter spaces surveyed are located in 1st story classrooms & corridor) City: Miami State: FL Zip Code: 33199 + Coordinates: Latitude: 25° 45.428' Longitude: 80° 22.609' CRITERIA

PREFERRED

MARGINAL













Limited wind exposure (ASCE 7 Exposure B/C), 8 miles from Biscayne Bay; minor exposure to large windborne debris sources (tree branches); east side near parking area that may present roll-over hazard due to parked vehicles*


Designed & constructed ca. 1992; design code = SBC @110 mph, design importance factor & exposure not specified


Three story heavy weight monolithic reinforced concrete frame with reinforced concrete floor and roof decks




Unreinforced 8" CMU non-loadbearing walls**; CMU infilled to columns @ ~18' o.c. w/ 5" precast concrete panels or 3" fluted masonry veneer


Unprotected ANSI Z-97.1 safety glass; > 5% @ east face (~ 9%)


(~ 90 s.f. of window area, and ~144 s.f. of door area)****


Heavy weight (~50 psf) monolithic reinforced concrete roof; 3"+ reinforced concrete flat slope roof deck w/ built-up roof cover & gravel typical; no significant overhang present***

12. Roof Open Span

Heavy weight (~50 psf) monolithic reinforced concrete roof w/typical span @ ~44'


Drainage confining parapets present w/scuppers; no significant roof ponding observed





CMU-Concrete Masonry Unit; NPP-Nuclear Power Plant; GWB-Gypsum Wall Board * - Vehicles should not be parked within 50 feet of building perimeter during high wind events; vehicle stand-off is considered a mitigating factor. ** - Recommend evaluation of CMU wall system by professional structural engineer for certification to meet the wind load requirements according to ASCE 7-98, Category IV. *** - 8' wide covered walkway @ 3rd floor level was considered an independent structure with negligible impact as a roof overhang. **** - Recommend enclosing 1st story covered walkway on north side of building to provide access to restroom facilities. Enclosure should span between columns 2A to 1B to 1F to 2G1 inclusive, less elevator space.

FIU - Labor Center/ELI Estimate of Potential Hurricane Shelter Area and Spaces

Room #(s)


Approx. Use Factor

Usable Area, s.f.


103 266 0.75 199

110A & B

1,240

0.75

930

114

336

0.75

252

115

320

0.75

240

116

336

0.75

252

117

320

0.75

240

118

336

0.75

252

100W1

448

0.85

380

100W2

246

0.85

209


2,954


147


0



Survey Date: June 30, 2004 County: Miami-Dade Facility Name: FIU-new Rec Center, Part A Address: 11200 SW 8th St City: Miami State: FL Zip Code: 33199 + Coordinates: Latitude: 30° 09' 36" Longitude: 85° 39' 54" CRITERIA

PREFERRED

MARGINAL



Building and access routes located outside Category 5 inundation zone (FF elev. not available; probably ~10' msl)







Minor lay-down

hazards were observed near the facility; primarily palm trees and other small trees that do not appear to be large enough to breach the


building’s envelope 5. Wind and Debris Exposure


Adjacent to parking lot that may present roll-over hazard due to parked vehicles*; Minor exposure to large windborne debris sources (tree branches)


Designed 2002 & constructed 2004; design code = FBC (ASCE 7**) @146 mph, importance factor I=1.15 and exposure C


One story w/ partial two story combination of heavy weight monolithic reinforced concrete frame and reinforced masonry wall bearing structure with reinforced concrete floor & roof decks


Under construction/new condition, no observable or known structural deterioration; no history of wind damage


8" or 12" reinforced masonry walls (reinforcement spacing varies from 16" to 32" oc)


Window types and protective assemblies not given in A/S drawings; per architect’s rep, window and door assemblies will meet


FBC HVZ large missile impact criteria***


Heavy weight (~50 psf) monolithic roof; 4"+ reinforced concrete flat slope roof deck w/ built-up roof cover & gravel typical; no significant overhang present

12. Roof Open Span

FBC design heavy weight (~50 psf) monolithic reinforced concrete roof w/max. span @ ~59'


Drainage confining parapets present w/scuppers; new construction, no known roof ponding conditions


N/A - Typical interior partitions are GWB on metal stud or masonry


Generator not present; Life safety inspection not performed as part of this survey

CMU-Concrete Masonry Unit; NPP-Nuclear Power Plant; GWB-Gypsum Wall Board * - Vehicles should not be parked within 50 feet of building perimeter during high wind events; vehicle stand-off is considered a mitigating factor. ** - Recommend certification by professional structural engineer that structure meets the wind load requirements according to ASCE 7-98, Category IV. *** - Recommend that window and door assemblies be certified or documented to meet or exceed large missile windborne debris impact requirements of FBC HVZ.


FIU - new Recreation Center, Part A Estimate of Potential Hurricane Shelter Area and Spaces

Room #(s)

Net Floor Area, s.f.

Approx. Use Factor

Usable Area, s.f.

120

3,296

0.85

2,801

202

2,206

0.85

1,875

207

2,997

0.85

2,547


7,223

Potential “as-is” Hurricane Shelter Spaces @ 20 sq.ft. per space

361



Survey Date: June 30, 2004 County: Miami-Dade Facility Name: FIU-new Rec Center, Part B Address: 11200 SW 8th St City: Miami State: FL Zip Code: 33199 + Coordinates: Latitude: 30° 09' 36" Longitude: 85° 39' 54" CRITERIA

PREFERRED

MARGINAL



Building and access routes located outside Category 5 inundation zone (FF elev. not available; probably 11.65' msl)







Minor lay-down

hazards were observed near the facility; primarily palm trees and other small trees that do not appear to be large enough to breach the


building’s envelope 5. Wind and Debris Exposure

Sheltered wind exposure (ASCE 7 Exposure B), 8 miles from Biscayne Bay;

Adjacent to parking lot that may present roll-over hazard due to parked vehicles*; Minor exposure to large windborne debris sources (tree branches)


Designed 2002 & constructed 2004; design code = FBC (ASCE 7**) @146 mph, importance factor I=1.15 and exposure C


One story reinforced masonry wall bearing structure with reinforced concrete roof deck


Under construction/new condition, no observable or known structural deterioration; no history of wind damage


8" or 12" reinforced masonry walls (reinforcement spacing varies from 16" to 32" oc)


Window types and protective assemblies not given in A/S drawings; per architect’s rep, window and door assemblies will meet FBC HVZ large missile impact criteria***

11. Roof Construction

Heavy weight (~50


/ Roof Slope

psf) 4"+ reinforced concrete flat slope roof deck on composite 20 ga. metal deck w/ built-up roof cover & gravel typical; no significant overhang present

12. Roof Open Span

FBC design heavy weight (~50 psf) reinforced concrete roof w/max. span @ ~92'


Drainage confining parapets present w/scuppers; new construction, no known roof ponding conditions


N/A - Typical interior partitions are GWB on metal stud or masonry


Generator not present; Life safety inspection not performed as part of this survey

CMU-Concrete Masonry Unit; NPP-Nuclear Power Plant; GWB-Gypsum Wall Board * - Vehicles should not be parked within 50 feet of building perimeter during high wind events; vehicle stand-off is considered a mitigating factor. ** - Recommend certification by professional structural engineer that structure meets the wind load requirements according to ASCE 7-98, Category IV. *** - Recommend that window and door assemblies be certified or documented to meet or exceed large missile windborne debris impact requirements of FBC HVZ.


FIU - new Recreation Center, Part B Estimate of Potential Hurricane Shelter Area and Spaces

Room #(s)

Net Floor Area, s.f.

Approx. Use Factor

Usable Area, s.f.

104

10,298

0.85

8,753


8,753

Potential “as-is” Hurricane Shelter Spaces @ 20 sq.ft. per space

437


APPENDIX “B”

“Floor Plans of the

Ernest R. Graham University Center”