DISA - Raised Floor System Report San Antonio TX -Revised 20180206.pdf

DISA MPS PROFESSIONAL

ENGINEERING SERVICES –

SAN ANTONIO, TX FACILITY

Prepared By: Adam R. Walker

Date: 02-06-2018

Table of Contents

Pages

Report 1-13

Appendix A

Floor Plans 14

Appendix B

Photos 15-24

Appendix C

Product Data 25-26

Appendix D

Calculations 27-104

Purpose

The purpose of this commission is to provide a structural survey and floor capacity analysis of the raised floors in the DECC Engineering and Management Division (MPE) located at seven different DECC sites supporting MPE and MP7. In addition, the existing understructure at these sites will be analyzed to determine its ability to support the rated capacity of Concore 2500 panels.

Site Visit

On August 16, 2017 Louis Berger visited the DISA facility located in San Antonio, TX.

The site visit investigation consisted of performing a structural survey of the (4) primary data center rooms. These rooms will be referred to in this report as Room 1, 2, 3 and 4 as labeled on the attached site floor plan in Appendix A. The investigation included pulling typical floor panels in order to verify and measure the physical properties of the panels, stringers and pedestals, and walking the data room floors to perform a visual condition assessment of the panels. For panel, stringer and pedestal verification, dimensions were recorded using calipers and measuring tapes and material properties were visually observed. Floor panels were also removed periodically during the walkthrough of the floor in order to verify consistency of the panels and photos were taken of the representative panels for future reference for this report.

Refer to the attached floor plan for areas surveyed.

The data center rooms at the San Antonio facility utilize multiple different floor panel support systems. This report is therefore is broken up into 3 sections for the different systems observed in the rooms: Rooms 1 & 3 (which utilize the same floor support system), Room 2, and Room 4.

The two primary objectives of this commission include determining the existing pedestal and stringer capability to support Concore 2500 panels in the rooms highlighted above, with the understanding that the existing floor panels in these rooms may be upgraded to Concore 2500 panels in the future, and to determine the load carrying capacity of the facility’s existing raised floor system. These objectives were investigated using the information gathered during the on-site survey.

With regards to determining the existing pedestal and stringer capability to meet the criteria of the Concore 2500 panels, the following table summarizes the conclusions from this analysis.

Existing substructure conformance to Concore 2500 panel system:

Summary tables for San Antonio site:

Pedestals:

Room Maximum Pedestal Load

Pedestals conform to Concore 2500 loading requirement (6,000 lb)

Pedestals conform to Concore 2500 system standards?

1 & 3 5,541 lb NO NO (See Note 1)

2 6,237 lb YES YES

4 6,237 lb YES YES

Stringers:

Room

Maximum Stringer Load under Concore2500 panel system (based on stringer loading condition stated in Design Criteria)

Stringers conform to Concore 2500 loading requirements? (as defined in the report)

Stringers conform to Concore 2500 system standards?

1 & 3 5,000 lb YES NO (See Note 2)

2 5,000 lb YES YES

4 5,000 lb YES NO (See Note 3)

Notes:

1. Existing Pedestal Type 1 utilizes a snap-in top connection plate. Concore 2500 specifications require the use of a 3”x3”x8 gauge plate with a screw connections to receive the stringers. It is possible that the existing top plate could be replaced by a

Concore 2500 compatible plate.

2. Existing stringers are 2’ long and span from pedestal to pedestal. Per the manufacturer’s specification, stringers must be 4’ long and be laid out in a basket-weave configuration.

This stringer configuration is not acceptable for the Concore 2500 system.

3. Existing stringers are 2’ long in one direction and 6’ long in the other direction. Per the manufacturer’s specification, stringers must be 4’ long and be laid out in a basket-weave configuration. This stringer configuration is not acceptable for the Concore 2500 system.

Load rating for the existing floor panel system

Regarding the existing floor panel system, the calculated floor capacities are as follows:

Rooms 1 & 3

1. Maximum allowable Concentrated Load on existing panel system: 1250 pounds (based on the standard panel maximum concentrated load).

2. Maximum Rolling Load on existing panel system: 1050 pounds (based on the lessor of the standard panel and perforated panel for maximum rolling load).

Room 2

1. Maximum allowable Concentrated Load on existing panel system: 1250 pounds (based on the standard panel maximum concentrated load).

2. Maximum Rolling Load on existing panel system: 910 pounds (based on the lessor of the standard panel and perforated panel for maximum rolling load).

Room 4

1. Maximum allowable Concentrated Load on existing panel system: 1250 pounds (based on the standard panel maximum concentrated load).

2. Maximum Rolling Load on existing panel system: 850 pounds (based on the lessor of the standard panel and perforated panel for maximum rolling load).

Analysis

Design Criteria

The following basis of design forms the analysis procedure for this investigation.

Existing Floor Analysis:

The maximum capacity of the existing panel and understructure system will be determined by applying a concentrated load at any location on a panel, applied over a one square inch area.

The panel will be modeled with the existing stringer system and will be analyzed as a built-up system. The following loading conditions will be utilized for analysis:

One concentrated load applied at the center of a panel supported on stringer system

(panel verification).

Two equal concentrated loads applied at the mid-span of a stringer on two adjacent panels. The two loads will be offset from the stringer centerline by 1 inch in both directions (stringer and panel verification).

Two equal concentrated loads applied at the pedestal location on two adjacent panel corners. The two loads will be offset from the pedestal centerline by 1 inch in opposite directions (pedestal verification). A loading scenario consisting of four concentrated loads at the corners of four adjacent panels over a pedestal, while theoretically possible, was deemed an unrealistic loading configuration after speaking with a panel manufacturer for a data center room and was thereby omitted from the analysis.

A second analysis will be performed to determine the maximum rolling load that the existing floor system can support. This will be achieved using the following loading condition:

One distributed load over a 1 ½” length to signify the width of a wheel, applied at the edge of a panel at the midpoint of a stringer.

The maximum calculated loads will be based on the controlling limit state defined by the following criteria:

1. The maximum allowable panel stress (assumed steel strength equals 36 ksi).

2. The maximum allowable stringer stress (assumed steel strength equals 36 ksi).

3. The maximum allowable elastic stringer deflection, equal to 0.08” under concentrated loads.

4. The maximum allowable elastic stringer deflection, equal to 0.04” under the rolling load.

5. The maximum pedestal axial capacity (assumed steel strength equals 36 ksi).

The analysis for this study will be performed using a combination of hand calculations and finite element modeling.

Existing stringer and pedestal conformance with Concore 2500 panels:

The stringers and pedestals will be analyzed individually for their conformance to the Concore

2500 system.

Stringers:

The panel and understructure system shall be capable of adequately supporting a concentrated load of 2,500 pounds applied at any location on the panel, applied over a one square inch area.

The following loading condition was identified as the worst-case feasible loading scenario meeting this criteria and will be used to determine the adequacy of the existing stringers to support Concore 2500 panels:

Two 2500 pound concentrated loads applied at the mid-span of a stringer on two adjacent representative Concore 2500 panels. The two loads will be offset from the stringer centerline by 1 inch in both directions.

A second analysis will be performed to determine whether the system is capable of supporting a maximum rolling load of 2000 pounds. This will be achieved by the following loading condition:

A 2000 pound load distributed over a 1 ½” length to signify the width of a wheel, applied at the edge of a panel at the midpoint of a stringer.

The adequacy of the existing stringers will be based on the following criteria:

1. The maximum allowable stringer stress (assumed steel strength equals 36 ksi).

2. The maximum allowable elastic stringer deflection, equal to 0.10” under concentrated loads.

3. The maximum allowable elastic stringer deflection, equal to 0.04” under the rolling load.

The analysis for the stringers will utilize finite element modeling. A representative built-up system including a panel, stringers and the pedestal supports will be modeled to reflect on-site conditions as close as possible.

Pedestals:

In accordance with the Concore 2500 specification, pedestals are required to be able to resist a minimum axial load of 6,000 pounds. Thus, the adequacy of the existing pedestals to support new Concore 2500 panels is based on the following criteria:

The calculated axial capacity of the pedestals must equal a minimum of 6,000 pounds (assumed steel strength equals 36 ksi).

A loading scenario consisting of four 2,500 pound concentrated loads applied at the corners of four adjacent panels over a pedestal, while theoretically possible, was deemed an unrealistic loading condition after speaking with a panel manufacturer for a data center room and was thereby omitted from the analysis.

The analysis for the pedestals will be performed using hand calculations.

Rooms 1 & 3

I. Research

Rooms 1 & 3 both utilize a panel support system consisting of 2 foot long simply supported stringers supported by pedestals spaced at 2 feet on center. Two different classes of panels were observed during the on-site survey: standard solid panels and perforated panels. Of these, two different types of standard panels and two different types of perforated panels were observed in each of the two rooms. During the investigation, only one panel marking was found on one type of panel indicating a manufacturer make or model. This mark was found on specific standard panels and read, “CC1250 by TATE”. This marking indicates that the panel has a solid concrete core with top and bottom steel plates and is capable of supporting a concentrated load of

1,250 pounds. Contacting this manufacturer, we were able to obtain the loading information for these floor panels. The majority of the standard panels and all perforated panels observed however did not have markings, and thus manufacturer’s information could not be obtained for these panels.

As mentioned above, the support system for the floor panels consists of a grid of steel stringers that connect to hollow tube steel pedestals spaced 2 feet on center. The stringer support system in these rooms do not utilize the preferred “basket weave” configuration. Stringers span 2 feet to each pedestal and are simply supported at each end, lacking any sort of continuity. The steel grade for all steel found in these rooms, including the top and bottom plates of the panels, the stringers, and the pedestal supports are assumed to be A36 (36 ksi), since information regarding the material grade of the structural components could not be obtained. We believe this to be a valid assumption based on the estimation of when the panels and understructure components were produced.

II. Findings

The floor panels were analyzed using a combination of hand calculations and a finite element modeling program in order to determine the overall available load carrying capacity of the panels under worst-case loading conditions. In order to model an accurate representation of the panels in the finite element program, simplifying geometrical assumptions were made. It is assumed that the panel components, including top and bottom plates and concrete core (if present), are rigidly connected and act compositely as a single unit. In order to provide an accurate reflection of the load distribution on the floor system, the panels were modeled as single solid plate elements containing the stiffness properties determined by the measured panel properties, supported by representative stringer elements. For panels with perforations or dimples, equivalent plates with smaller thicknesses were calculated for the analysis. The pedestals were modeled in the analysis as pin supports. The goal of this model was to represent the realistic behavior of the floor system, which enabled the calculation of the floor capacities.

The following structural components were observed during the investigation and analyzed to determine the floor capacity.

a. Standard Panel Type 1

The most common standard panel observed is 24”x24”x1.5” thick as measured in the field. The panel consists of 0.05” thick top and bottom steel plates acting as a shell, sandwiching a 1.13” concrete core. The bottom plate has (60) 2.28” diameter concave “dimples” that are roughly ¾” deep. The panel has a laminate top surface.

b. Standard Panel Type 2

The second type of standard panel observed is 24”x24”x1.44” thick as measured in the field. The panel consists of a 0.04” thick top plate and a 0.05” bottom plate, acting as a shell, sandwiching a 1.10” concrete core. The bottom plate has (25) concave “dimples” that are roughly 4”x4”x ¾” deep. The panel has a laminate top surface. Specific panels of this type had the manufacturer’s label, CC1250, located on their side.

Our analysis showed that this panel will adequately support the allowable loads listed in the CC1250 Tate product data, which includes a 1250 pound concentrated load applied over 1 square inch area and an 800 pound rolling load, while satisfying the deflection criteria for this panel.

c. Perforated Panel Type 1

Several perforated panels were observed in the data center during the survey.

These panels are not meant to carry large permanent loads. In reality, however, they are loaded intermittently when servers are being installed or relocated and as such the perforated panels are expected to be able to resist these temporary loads. The perforated panels are the same size in plan (24”x24”) as the standard, non-perforated panels.

The Type 1 perforated panel consists of a 24”x24”x0.058” thick top plate and a

23”x23”x0.075” bottom plate, and has a total depth of 1.44”. The top plate contains just shy of two-thousand 0.317” diameter individual holes for ventilation, reducing the cross-sectional area of the plate by approximately 25%. The bottom plate contains (25) 3.25” diameter holes in a 5x5 grid pattern. The two plates are rigidly connected by welded steel plate webs and edge plates, and thus act compositely as one unit.

d. Perforated Panel Type 2

The Type 2 perforated panel consists of a 24”x24”x0.075” thick top plate and a

23¼ ”x23¼”x0.065” bottom plate, and has a total depth of 1.36”. The top plate contains just shy of three-thousand 0.255” diameter individual holes for ventilation, reducing the cross-sectional area of the plate by approximately 25%.

The bottom plate contains (36) 2.6”x2.6” square holes in a 6x6 grid pattern. The two plates are rigidly connected by welded steel plate webs and edge plates, and thus act compositely as one unit.

e. Beam Elements (Stringer Type 1)

The stringer elements that support the panels in Rooms 1 & 3 are supported on a grid of pedestals spaced 2 feet on center. The stringers are each 2 feet in length and are connected at the pedestals with a simple bearing connection. The stringers provide support for the panels by a simple gravity bearing connection.

The stringer consists of a 0.05” thick steel bent into an inverted U-shape section, with a small return at the bottom of the “U” to form bottom flanges. The member is 1.085” deep x 0.698” wide. The section properties of the stringers were calculated and then inputted into the finite element program to be analyzed with the panels. Refer to the calculations in Appendix D for more detailed information.

f. Pedestal Support Posts

Two types of pedestal supports were observed in Rooms 1 and 3. In both rooms, a concrete trench roughly 3.5’ deep cuts through the room reaching down below the typical concrete floor elevation, and a taller pedestal is utilized at these locations in lieu of the typical pedestal. Refer to the floor plan in Appendix D to see the location and extents of the trench.

Pedestal Type 1

The typical pedestal is 23.5” tall with a 4”x4” baseplate that is glued to the concrete floor. The pedestal section consists of a 0.88”x0.88” square hollow tube with a uniform wall thickness of 0.067”. The pedestals support the stringer elements using a snap-in bearing steel top plate connection.

Pedestal Type 3

The pedestal located at the trench is 5’-6” tall and is circular in cross-section. The pedestal is a hollow circular tube 1.32” in diameter. The pedestals support the stringer elements using the same top plate connection as the typical pedestals.

Unfortunately, the thickness of the section was unable to be measured at the time of the survey. A spare, shorter circular pedestal was found in storage which had a thickness of approximately 0.09”. However, it is believed that this does not reflect the installed pedestal thickness, as it is believed this was a different member type. Refer to the calculations in Appendix D for more detailed information.

Room 2

I. Research

Room 2 utilizes a panel support system consisting of 4 foot long stringers laid out in a

“basket-weave” configuration. Pedestals are laid out in the typical 2 foot by 2 foot grid.

Both standard and perforated panels were located in Room 2. Only one standard panel type and one perforated panel type were observed in the room. No panel markings were found indicating a manufacturer make or model, so conclusions for this floor system is solely based on field measurements.

a. Standard Panel Type 3

The standard non-perforated panel is 24”x24”x1.07” thick as measured in the field. The panel consists of 0.035” thick top and bottom steel plates sandwiching a 1” wood core. Both top and bottom plates are solid plates.

b. Perforated Panel Type 4

The Type 4 perforated panel is 24”x24”x2¼” thick as measured in the field. The panel utilizes a 0.070” thick perforated top steel plate that conforms down approximately 1.1” with a ¾” return around the perimeter of the panel. Beneath the steel plate forming the bottom of the panel are 0.075” thick x 2” deep steel ribs spaced at approximately 3.5” on center that form a steel grid.

c. Beam Elements (Stringer Type 2)

The stringer elements that support the panels in Room 2 are supported on a grid of pedestals spaced 2 feet on center. The stringers are each 4 feet in length and laid out in a “basket weave” configuration. This means that each stringer runs continuously over a pedestal support at its mid-point and are simply supported at its ends via an end bearing connection. The basket weave configuration is beneficial because it adds a higher degree of lateral stability to the system and enables the stringers to support additional load due to the continuity over the middle pedestal support.

The stringer consists of a 0.079” thick steel bent into an inverted U-shape section, with a small return at the bottom of the “U” to form bottom flanges. The member is 0.854” deep x 1.471” wide. The section properties of the stringers were calculated and then inputted into the finite element program to be analyzed with the panels.

Refer to the calculations in Appendix D for more detailed information.

d. Pedestal Type 2

The pedestal in this room is 16” tall with a 4”x4” baseplate that is glued to the concrete floor. The pedestal section consists of a 0.88”x0.88” square hollow tube with a uniform wall thickness of 0.067”. The pedestals support the stringer elements using a top flat plate screw connection.

Room 4

I. Research

Room 4 utilizes a panel support system consisting of two different length stringers. In one direction, the stringers are 6 feet long and span over the top of two pedestals resulting in a 3-span condition. In the perpendicular direction, stringers are 2 feet in length and span from pedestal to pedestal in a single span condition. Pedestals are laid out in the typical 2 foot by 2 foot grid. Both standard and perforated panels were observed in Room 4, including one standard panel type and two perforated panel types.

No panel markings were found indicating a manufacturer make or model, so conclusions for the floor system are solely based on field measurements.

a. Standard Panel Type 3

The typical standard panel in this room matches the standard panels found in

Room 2. The panels are 24”x24”x1.07” thick wood core panels with top and bottom steel plates. Refer to the previous section for information on this panel.

b. Perforated Panel Type 3

The Type 3 perforated panel consists of a 24”x24”x0.075” thick top plate and a

23.125”x23.125”x0.065” bottom plate, and has a total depth of 1.42”. The top plate contains (1,600) 0.317” diameter individual holes for ventilation, reducing the cross-sectional area of the plate by approximately 22%. The bottom plate contains (122) holes with individual areas of 1.45 square inches. The two plates are rigidly connected by welded steel plate webs and edge plates.

c. Perforated Panel Type 4

The second perforated panel type found in Room 4 matches the perforated panels found in Room 2. The panels are 24”x24”x2¼” thick with a steel top plate and steel flanges in a grid pattern below the top plate. Refer to the previous section for more information on this panel.

d. Beam Elements (Stringer Type 3)

The stringer elements that support the panels in Room 4 are supported on a grid of pedestals spaced 2 feet on center. In one direction, 6 feet long stringers span over two pedestals, resulting in a 3-span condition, while the stringers in the perpendicular direction are 2 feet long resulting in a simple span between the pedestals. This stringer configuration provides a greater lateral rigidity than the simple span configuration found in Room 1, but less than the basket weave configuration found in Room 2. The capacity of the 3-span stringers are greater than the 1-span stringers, and thus the 1-span stringers control the maximum allowable load.

The stringers themselves consists of a 1”x1”x0.05” hollow tube member as measured in the field. The section properties of the stringers were calculated and then inputted into the finite element program to be analyzed with the panels.

Refer to the calculations in Appendix D for more detailed information.

e. Pedestal Type 2

The pedestal section consists of a 0.88”x0.88” square hollow tube with a uniform wall thickness of 0.067”, and utilizes a 4”x4” baseplate that is glued to the concrete floor. The pedestals support the stringer elements using a top flat plate with screw connections to receive the stringers.

Conclusion

The raised access floor system at the San Antonio, TX DISA site was generally found to be in adequate condition and very little rehabilitation of the existing floor is required to maintain the current load rating. The following is a breakdown of the calculated floor load capacities for the different rooms:

Rooms 1 & 3

It was determined through our analysis that the raised access floor system in Rooms 1 and 3 can adequately support the following loads specified in the CC1250 data sheet:

o 1250 pound concentrated load o 800 pound rolling load

Additional analysis of the floor system concluded the following:

The existing controlling standard floor panel and floor support system can support a maximum 1250 pound concentrated load and a 1050 pound rolling load distributed over a 1 ½” wheel width while meeting the maximum elastic deflection limit for concentrated loads of 0.080” and rolling loads of 0.040”over the 24” width of the panel.

The existing perforated floor panel with support system can support a maximum 1500 pound concentrated load and a 1350 pound rolling load distributed over a 1 ½” wheel while meeting the maximum elastic deflection limit for concentrated loads of

0.080” and rolling loads of 0.040”over the 24” width of the panel.

The overall existing floor capacities are as follows:

1. Maximum allowable Concentrated Load on existing panels: 1250 pounds (based on the standard panel for maximum concentrated load)

2. Maximum Rolling Load on existing panels: 1050 pounds (based on the lessor of the standard panel and perforated panel for maximum rolling load)

Existing system conformance with Concore 2500 panels

The analysis of the capability of the existing pedestals and stringers to support Concore 2500 panels concluded the following:

Stringers:

When subjected to the loading condition stated in the design criteria, the existing stringer members have a calculated elastic deflection of 0.108” which is just above the maximum recommended allowable of 0.10”. However, due to the slightly conservative modeled span condition, this is considered acceptable. The maximum moment of the stringer when subjected to this load equals 139.8 lb-ft, which exceeds the stringer maximum calculated allowable moment of 135.0 lb-ft. However, this 3% overstress is within an acceptable limit.

The current understructure consists of 2’ long single span stringers at the pedestals, not the required basket-weave configuration that the Concore2500 specification calls for. This lack of continuity at the pedestal supports reduces the strength and stiffness of the stringers and also reduces the lateral resistance of the floor system.

Because of this, the current stringer system does not meet the requirements of the Concore

2500 system.

Pedestals:

The typical pedestals have a calculated allowable axial capacity of 5,541 lb at the current floor height, which is below the specified minimum axial capacity of 6,000 lb of the Concore 2500 system. Thus, the calculated capacity is approximately 92% of the capacity stated in the

Concore 2500 specifications. Again, this calculation is based on using a steel strength of 36 ksi, which we believe a necessary assumption due to the lack of information regarding the pedestal supports. It is assumed that the pedestals at the trench meet the requirements for the current load rating, however, it is likely that their axial capacity is not sufficient to support the load requirements of a Concore 2500 system.

The existing pedestals utilize a snap-in connection top plate which does not meet the Concore

2500 requirements of a 3”x3”x8 gauge screw connection top plate as specified by the manufacturer.

Due to the insufficient calculated axial capacity, we do not recommend the use of the existing pedestals with a new Concore 2500 panel system.

It is our recommendation that if it is desired to install ConCore 2500 panels in Rooms 1 and 3, both the existing stringers and pedestals should be replaced.

Room 2

Based on our analysis, conclusions regarding the maximum allowable loads for the floor system are as follows:

1. The existing standard panel floor support system can support a maximum 1250 pound concentrated load and a 910 pound rolling load distributed over a 1 ½” wheel width while meeting the maximum elastic deflection limit for concentrated loads of 0.080” and rolling loads of 0.040”over the 24” width of the panel.

2. The existing perforated floor panel with support system can support a maximum 1520 pound concentrated load and a 1350 pound rolling load distributed over a 1 ½” wheel while meeting the maximum elastic deflection limit for concentrated loads of

0.080” and rolling loads of 0.040”over the 24” width of the panel.

The overall existing floor capacities are as follows:

1. Maximum allowable Concentrated Load on existing panels: 1250 pounds (based on the standard panel for maximum concentrated load)

2. Maximum Rolling Load on existing panels: 910 pounds (based on the lessor of the standard panel and perforated panel for maximum rolling load)

Existing system conformance with Concore 2500 panels:

The analysis of the capability of the existing pedestals and stringers to support Concore 2500 panels concluded the following:

Stringers:

When subjected to the loading condition stated in the design criteria, the existing stringer members have a calculated elastic deflection of 0.104” which is just above the maximum recommended allowable of 0.10”. However, due to the slightly conservative modeled span condition, this is considered acceptable. The maximum moment of the stringer when subjected to this load equals 193.2 lb-ft, which is less than the stringer maximum calculated allowable moment of 232.2 lb-ft.

The current understructure consists of 4’ long stringers laid out in a basket-weave configuration which meets the Concore2500 requirements.

Thus, based on our analysis, the current stringer system meets the requirements of the Concore

2500 system.

Pedestals:

The pedestals have a calculated allowable axial capacity of 6,237 lb at the current floor height, which exceeds the specified minimum axial capacity of 6,000 lb of the Concore 2500 system.

The existing pedestals utilize a screw connection flat top plate to receive the stringers, which meets the Concore 2500 requirements.

Thus, based on our analysis, the current pedestals meet the requirements of the Concore 2500 system.

It is our recommendation that if it is desired to install ConCore 2500 panels in Room 2, both the existing pedestals and stringers can be reused.

Room 4

Based on our analysis, conclusions regarding the maximum allowable loads for the floor system are as follows:

1. The existing controlling standard floor panel and floor support system can support a maximum 1250 pound concentrated load and a 850 pound rolling load distributed over a 1 ½” wheel width while meeting the maximum elastic deflection limit for concentrated loads of 0.080” and rolling loads of 0.040”over the 24” width of the panel.

2. The existing perforated floor panel with support system can support a maximum 1600 pound concentrated load and a 1450 pound rolling load distributed over a 1 ½” wheel while meeting the maximum elastic deflection limit for concentrated loads of

0.080” and rolling loads of 0.040”over the 24” width of the panel.

The overall existing floor capacities are as follows:

1. Maximum allowable Concentrated Load on existing panels: 1250 pounds (based on the standard panel for maximum concentrated load)

2. Maximum Rolling Load on existing panels: 850 pounds (based on the lessor of the standard panel and perforated panel for maximum rolling load

Existing system conformance with Concore 2500 panels:

The analysis of the capability of the existing pedestals and stringers to support Concore 2500 panels concluded the following:

Stringers:

When subjected to the loading condition stated in the design criteria, the existing stringer members have a calculated elastic deflection of 0.108” which is just above the maximum recommended allowable of 0.10”. However, due to the slightly conservative modeled span condition, this is considered acceptable. The maximum moment of the stringer when subjected to this load equals 177.2 lb-ft, which is less than the stringer maximum calculated allowable moment of 189.0 lb-ft.

The current understructure consists of 2’ long single span stringers in one direction and 6’ long three span stringers in the opposite direction. This does not meet the required basket-weave configuration that the Concore2500 specification calls for. This lack of continuity at the pedestal supports reduces the strength and stiffness of the stringers and also reduces the lateral resistance of the floor system.

Thus, the current stringer system does not meet the requirements of the Concore 2500 system.

Pedestals:

The pedestals have a calculated allowable axial capacity of 6,237 lb at the current floor height, which exceeds the specified minimum axial capacity of 6,000 lb of the Concore 2500 system.

The existing pedestals utilize a flat top plate screw connection to receive the stringers, which meets the Concore 2500 requirements.

Thus, based on our analysis, the current pedestals meet the requirements of the Concore 2500 system.

It is our recommendation that if it is desired to install ConCore 2500 panels in Room 4, the existing stringers be replaced. The existing pedestals can be reused.

Additional recommendations for the San Antonio site:

1. It was observed during the investigation that the perimeter panels (panels which are against the room walls) typically lacked edge stringer supports. The rated load capacities stated in this report assume that the panels are supported by stringers on all four sides.

Perimeter panels must have edge stringers installed for rated load capacities to apply.

Panels that do not utilize edge stringers are not to support permanent loads.

2. In Room 2, a large mechanical unit was found not bearing on a panel and instead on the stringer directly below. This is a concern because this condition places a considerable amount of load directly on a stringer without allowing the panel to distribute some of the load to adjacent supports. Large units must be bearing directly on the panels. See attached plan in Appendix A for location.

3. In at least two instances, a server was found bearing on a perforated panel. Servers are only to be permanently supported by standard panels. See attached plan in Appendix A for locations.

4. While it has been noted that certain understructure components in the different rooms are compatible with the Concore 2500 panel system, in speaking with the panel manufacturer, utilizing an existing understructure system with new panels would likely void a manufacture warranty that might come with the new Concore 2500 panels. A complete upgraded raised floor system will provide the government with the best performing system.

Adam R. Walker, P.E.

Senior Structural Engineer

Appendix A

Site Floor Plan

Appendix B

Figure 1: Room 1 standard panels. 1-span, simply supported stringers supported by pedestals.

Figure 2: Standard panel Type 1 underside

Figure 3: Standard panel Type 2 underside

Figure 4: Standard Panel Type 3

Figure 5: Standard Panel Type 3

Figure 6: Perforated Panel Type 1

Figure 7: Perforated Panel Type 1

Figure 8: Perforated Panel Type 2

Figure 9: Perforated Panel Type 2

Figure 10: Perforated Panel Type 3

Figure 11: Perforated Panel Type 3

Figure 12: Perforated Panel Type 4

Figure 13: Perforated Panel Type 4

Figure 14: Basket weave stringer layout found in Room 2

Figure 15: 3-1 span stringer layout found in Room 4

Figure 16: Concrete trench found in Room 1 & 3

Figure 17: No stringer at edge condition (typical)

Figure 18: No stringer at edge condition (typical)

Figure 19: No stringer at edge condition (typical)

Figure 20: Large unit bearing directly on stringer support.

Appendix C

Appendix D

Calculations

Existing floor system analysis

SK - 1

Sept 19, 2017 at 4:11 PM floor panel system analysis.r3d

-1250lb

Y

XZ

Loads: BLC 2, 1.25k center Results for LC 9, DW+max rolling load

STANDARD PANEL

LOADING CONDITION 1

P=1250 LB

SK - 32

Sept 19, 2017 at 4:48 PM floor panel system analysis.r3d

320.5

320.5

320.5

320.5

-16.4 -16.4

-16.4-16.4

Y

XZ

Plate

Moment x lb-ft per ft

-23

-86

-149

-212

-275

-338

-401

-464

-527

Results for LC 1, DW+1.25k (center) Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

ROOMS 1 & 3

STANDARD PANEL

SK - 2

Sept 19, 2017 at 4:13 PM floor panel system analysis.r3d

-1250lb

Y

XZ

Loads: BLC 3, 1.25k stringer mid Results for LC 9, DW+max rolling load

STANDARD PANEL

LOADING CONDITION 2

P=1250 LB x 2

SK - 33

Sept 19, 2017 at 4:49 PM floor panel system analysis.r3d

-59.5

-7.4

-6.6

-7.4

Y

XZ

Plate

Moment x lb-ft per ft

-2

-142

-282

-422

-562

-702

-842

-982

Results for LC 2, DW+1.25k (stringer mid) Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

ROOMS 1 & 3

SK - 3

Sept 19, 2017 at 4:13 PM floor panel system analysis.r3d

-1250lb

Y

XZ

Loads: BLC 4, 1.25k panel corner Results for LC 9, DW+max rolling load

STANDARD PANEL

LOADING CONDITION 3

SK - 34

Sept 19, 2017 at 4:49 PM floor panel system analysis.r3d

8.4

59.7

1154.2

59.7

-24.4

-24.4

-1.5-1.5

Y

XZ

Plate

Moment xy lb-ft per ft

-28

Results for LC 3, DW+1.25K (panel corner) Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

ROOMS 1 & 3

SK - 3

Sept 20, 2017 at 11:16 AM floor panel system analysis.r3d

533 -8.4k/ft

2.8

-53

3.1 -6.3

-4.6

3.1 -6.3

Y

XZ

Plate

Moment x lb-ft per ft

-38

-188

-338

-488

-638

-788

-938

-1088

Loads: BLC 10, max rolling load Results for LC 9, DW+max rolling load Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

STANDARD PANEL

MAX ROLLING LOAD

P=1050 lb maximum deflection of 0.04" controls. max load = 1050 lb

SK - 35

Sept 19, 2017 at 5:02 PM floor panel system analysis.r3d

36.5

786.5

-1500lb

-6

3.6 -8

-51

4.2 -9.3

Y

XZ

Plate

Moment x lb-ft per ft

-4

-164

-324

-484

-644

-804

-964

-1124

Loads: BLC 11, max stringer mid Results for LC 10, DW+max stringer mid Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

PERFORATED PANEL

MAXIMUM LOAD

P=1500 LB

0.04x2=0.08" deflection = max allowable

SK - 36

Sept 19, 2017 at 5:03 PM floor panel system analysis.r3d

414.3

351.8

351.7

414.3

-1500lb

1.6

-15.1

1.3

-13.7

1.6

-15.1

1.6

-16.2

Y

XZ

Plate

Moment x lb-ft per ft

-34

-113

-192

-271

-350

-429

-508

-587

-666

Loads: BLC 12, max stringer mid applied at cent Results for LC 11, DW+max stringer mid load imposed at panel center Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

ROOMS 1 & 3

PERFORATED PANEL

MAXIMUM LOAD

P=1500 LB

plate moments caused by 1500lb load applied at center < max allowable

SK - 38

Sept 19, 2017 at 5:04 PM floor panel system analysis.r3d

-10.8k/ft

-5

3.8 -7.5

3.6

-57.9

3.8 -7.5

Y

XZ

Plate

Moment x lb-ft per ft

-38

-188

-338

-488

-638

-788

-938

-1088

Loads: BLC 10, max rolling load Results for LC 9, DW+max rolling load Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

ROOMS 1 & 3

PERFORATED PANEL

MAXIMUM ROLLING LOAD

P=1350 LB

0.04" = max allowable deflection corresponds to 1350lb load

SK - 4

Sept 19, 2017 at 4:14 PM floor panel system analysis.r3d

-1250lb

Y

XZ

Loads: BLC 2, 1.25k center

ROOM 2

STANDARD PANEL

SK - 13

Sept 19, 2017 at 4:33 PM floor panel system analysis.r3d

331.5

331.5

331.5

331.5

-7.7

-11

-11

-11

-11

22.1

-27.4

22.1

-27.4

22.1

-27.4

22.1

-27.4

Y

XZ

Plate

Moment x lb-ft per ft

-23

-86

-149

-212

-275

-338

-401

-464

-527

Results for LC 1, DW+1.25k (center) Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

ROOM 2

SK - 5

Sept 19, 2017 at 4:15 PM floor panel system analysis.r3d

-1250lb

Y

XZ

Loads: BLC 3, 1.25k stringer mid

ROOM 2

STANDARD PANEL

SK - 14

Sept 19, 2017 at 4:34 PM floor panel system analysis.r3d

38.1

589.8

654.3

-17

-25.2

-3

-4

-4

50.4

-92.4

-11.9 8.1

-10

10.2 -11.7

Y

XZ

Plate

Moment x lb-ft per ft

-2

-142

-282

-422

-562

-702

-842

-982

Results for LC 2, DW+1.25k (stringer mid) Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

ROOM 2

SK - 6

Sept 19, 2017 at 4:15 PM floor panel system analysis.r3d

-1250lb

Y

XZ

Loads: BLC 4, 1.25k panel corner

ROOM 2

STANDARD PANEL

SK - 15

Sept 19, 2017 at 4:35 PM floor panel system analysis.r3d

10.8

52.4

1167.9

63.3

-2.1

-3

-.9

-.9

-7.5

-31.9

1.7

-2.4

1.9

-2.4

15.1

-27.5

Y

XZ

Plate

Moment xy lb-ft per ft

-28

Results for LC 3, DW+1.25K (panel corner) Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

1167.9x2=2334 lb

ROOM 2

SK - 2

Sept 20, 2017 at 11:16 AM floor panel system analysis.r3d

8.3

11.3

448.7

502.2

-19.5

-19.7

-1.5

-2.7

-2

-7.3k/ft

39.4

-81.4

-7.1 5.4

-6.7

6.6 -7.2

Y

XZ

Plate

Moment x lb-ft per ft

-38

-188

-338

-488

-638

-788

-938

-1088

Loads: BLC 10, max rolling load Results for LC 9, DW+max rolling load Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

ROOM 2

STANDARD PANEL

MAX ROLLING LOAD = 910 lb maximum deflection of 0.04" controls, max rolling load = 910 lb

SK - 18

Sept 19, 2017 at 4:37 PM floor panel system analysis.r3d

-7.3k/ft

Y

XZ

Loads: BLC 10, max rolling load Results for LC 6, DW+2.5k (panel corner)

ROOM 2

STANDARD PANEL

ROLLING LOAD

P= 910 lb

SK - 39

Sept 19, 2017 at 5:05 PM floor panel system analysis.r3d

44.8

39.3

662.8

836.9

-21.4

-2.8

-3.3

-4.3

-.2

-1520lb42.8

-80.7

5.7

-9.5 6.6

-8.3

8.5 -7.8

Y

XZ

Plate

Moment x lb-ft per ft

-4

-164

-324

-484

-644

-804

-964

-1124

Loads: BLC 11, max stringer mid Results for LC 10, DW+max stringer mid Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

ROOM 2

PERFORATED PANEL

MAXIMUM CONCENTRATED LOAD

P=1520 lb

0.04x2=0.08" = max allowable deflection, corresponding to 1520 lb

SK - 40

Sept 19, 2017 at 5:06 PM floor panel system analysis.r3d

430.7

365.9

364.1

428.5

-9.4

-10.1

-9.1

-8.6

-.2

-1520lb

18.9

-21.6

20.1

-23.8

18.2 -21.7

17.2

-20

Y

XZ

Plate

Moment x lb-ft per ft

-34

-113

-192

-271

-350

-429

-508

-587

-666

Loads: BLC 12, max stringer mid applied at cent Results for LC 11, DW+max stringer mid load imposed at panel center Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

ROOM 2

PERFORATED PANEL

MAXIMUM CONCENTRATED LOAD

P=1520 lb

SK - 41

Sept 19, 2017 at 5:06 PM floor panel system analysis.r3d

8.4

10.4

669.7

720.6

-19.5

-1.7

-2.7

-3.3

-2.7

-10.8k/ft

-87.2

3.5

-6.5 5.3

-6.7

6.6 -6.6

Y

XZ

Plate

Moment x lb-ft per ft

-38

-188

-338

-488

-638

-788

-938

-1088

Loads: BLC 10, max rolling load Results for LC 9, DW+max rolling load Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

ROOM 2

PERFORATED PANEL

MAXIMUM ROLLING LOAD

P=1350 lb

0.04" = max allowable deflection, corresponding to 1350 lb

SK - 7

Sept 19, 2017 at 4:16 PM floor panel system analysis.r3d

-1250lb

Y

XZ

Loads: BLC 2, 1.25k center

ROOM 4

STANDARD PANEL

SK - 27

Sept 19, 2017 at 4:42 PM floor panel system analysis.r3d

308.9

308.9

346.5

346.5

-17.3

-17.3

2.9

2.9

-11

1.8

23.1

-25.3

23.1

-25.3-26.5

0.9

-26.5

Y

XZ

Plate

Moment x lb-ft per ft

-23

-86

-149

-212

-275

-338

-401

-464

-527

Results for LC 1, DW+1.25k (center) Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

Mmax=527 lb-ft/ft

ROOM 4

SK - 8

Sept 19, 2017 at 4:16 PM floor panel system analysis.r3d

-1250lb

Y

XZ

Loads: BLC 3, 1.25k stringer mid

ROOM 4

STANDARD PANEL

SK - 26

Sept 19, 2017 at 4:41 PM floor panel system analysis.r3d

29.7

29.7

616.7

616.7

-6.5

-6.5

1.1

1.1

-4.3

0.7

9.7 -11

9.7 -11

2.6

-87.7

-10.2

Y

XZ

Plate

Moment x lb-ft per ft

-2

-142

-282

-422

-562

-702

-842

-982

Results for LC 2, DW+1.25k (stringer mid) Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

0.054x2=0.108" > 0.08" (ok, wood core not included in Ix calculation)

87.7x2=175.4 lb-ft

ROOM 4

SK - 9

Sept 19, 2017 at 4:17 PM floor panel system analysis.r3d

-1250lb

Y

XZ

Loads: BLC 4, 1.25k panel corner

ROOM 4

STANDARD PANEL

SK - 25

Sept 19, 2017 at 4:40 PM floor panel system analysis.r3d

50.2

1173.5

60.4

-11.8

-1.5

0.2

-1

0.2

-2.2

15.8

-21.8

0.1

-29.7

0.2

-2.4

Y

XZ

Plate

Moment xy lb-ft per ft

-28

Results for LC 3, DW+1.25K (panel corner) Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

1173.5x2=2347 lb

ROOM 4

SK - 1

Sept 20, 2017 at 11:15 AM floor panel system analysis.r3d

5.9

5.9

437.8

437.8

-3.2

-3.2

0.5

-3.6

0.6

-6.8k/ft

5.8 -6.3

5.8 -6.3

2.2

-73

-6.4

Y

XZ

Plate

Moment x lb-ft per ft

-38

-188

-338

-488

-638

-788

-938

-1088

Loads: BLC 10, max rolling load Results for LC 9, DW+max rolling load Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

ROOM 4

STANDARD PANEL

MAX ROLLING LOAD = 850 lb maximum deflection of 0.04" controls, corresponding load = 850 lb

SK - 42

Sept 19, 2017 at 5:07 PM floor panel system analysis.r3d

7.8

7.8

8.5

37.7

37.7

782.9

782.9

-5.5

-5.5

0.9

0.9

-1600lb

0.5

-.5

-.5

8.8 -10.2

8.8 -10.23.7 -67.1

-7.8

Y

XZ

Plate

Moment x lb-ft per ft

-4

-164

-324

-484

-644

-804

-964

-1124

Loads: BLC 11, max stringer mid Results for LC 10, DW+max stringer mid Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

ROOM 4

PERFORATED PANEL

MAXIMUM LOAD

P=1600 lb

0.04x2=0.08" = max allowable deflection, corresponding to 1600 lb

SK - 43

Sept 19, 2017 at 5:08 PM floor panel system analysis.r3d

7.8

7.8

8.5

398.6

398.6

429.1

429.1

-14

-14

2.3

2.3

-1600lb

0.5

-.5

-.5

18.7

-19.3

18.7

-19.3-19.8

1.6

-19.7

Y

XZ

Plate

Moment x lb-ft per ft

-34

-113

-192

-271

-350

-429

-508

-587

-666

Loads: BLC 12, max stringer mid applied at cent Results for LC 11, DW+max stringer mid load imposed at panel center Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

ROOM 4

PERFORATED PANEL

MAXIMUM LOAD

P=1600 lb

SK - 44

Sept 19, 2017 at 5:09 PM floor panel system analysis.r3d

5.9

5.9

437.8

5.6

5.6

738.4

738.4

-3.6

-3.6

0.6

0.6

-11.6k/ft

5.8 -6.3

-6.4

7.3 -8.3

7.3 -8.3

3.9 -76.2

-6.5

Y

XZ

Plate

Moment x lb-ft per ft

-38

-188

-338

-488

-638

-788

-938

-1088

Loads: BLC 10, max rolling load Results for LC 9, DW+max rolling load Member z Bending Moments (lb-ft) Y-direction Reaction units are lb and lb-ft

ROOM 4

PERFORATED PANEL

MAXIMUM ROLLING LOAD

P=1450 lb

0.04" = max allowable deflection, corresponding to 1450 lb

2312 LB

2336 LB

2347 LB

Concore 2500 panel analysis on existing structure

SK - 5

Jan 10, 2018 at 10:09 AM floor panel system analysis_Revis...

60.1

60.1

1205.9

1205.9

-2500lb

-69.9

-12

-7.3

-12

Y

XZ

Plate Moment x lb-ft per ft

( LC 5 )

-16 -306 -596 -886 -1176 -1466 -1756 -2046

Loads: BLC 6, 2.5k stringer mid Results for LC 5, DW+2.5k (stringer mid) Member z Bending Moments (lb-ft) Y-direction Reaction Units are lb and lb-ft elastic deflection = 0.054" x 2 = 0.108" approximately equal to 0.1" limit. OK maximum moment = 69.9x 2 = 139.8 lb-ft > 135.0 lb-ft limit. N.G.

ROOMS 1 & 3

CONCORE 2500 PANEL ON EXISTING UNDERSTRUCTURE

2500 LB CONCENTRATED LOAD

P=2500 LB

SK - 4

Jan 10, 2018 at 10:08 AM floor panel system analysis_Revis...

-16k/ft

-72.2

-9.8

-5.4

-9.8

Y

XZ

Plate Moment x lb-ft per ft

( LC 9 )

-9 -239 -469 -699 -929 -1159 -1389 -1619

Loads: BLC 10, max rolling load Results for LC 9, DW+max rolling load Member z Bending Moments (lb-ft) Y-direction Reaction Units are lb and lb-ft maximum moment = 72.2 lb-ft < 135.0 lb-ft limit. OK elastic deflection = 0.047" > .04" limit.

difference of 0.007", span condition is slightly conservative, OK

ROOMS 1 & 3

CONCORE 2500 PANEL ON EXISTING UNDERSTRUCTURE

2000 LB ROLLING LOAD

P= 2000 LB

SK - 7

Jan 10, 2018 at 10:20 AM floor panel system analysis_Revis...

64.8

63.5

1191.1

1248.4

-23.5

-4.2

-4

-4.2

-2500lb47

-96.6

8.3

-11.5

-9.7

8.3 -11.9

Y

XZ

Plate Moment x lb-ft per ft

( LC 5 )

-16 -306 -596 -886 -1176 -1466 -1756 -2046

Loads: BLC 6, 2.5k stringer mid Results for LC 5, DW+2.5k (stringer mid) Member z Bending Moments (lb-ft) Y-direction Reaction Units are lb and lb-ft

ROOM 2

CONCORE 2500 PANEL ON EXISTING UNDERSTRUCTURE

2500 LB CONCENTRATED LOAD

P=2500 LB

elastic deflection = 0.052" x 2 = 0.104" approximately equal to 0.1" limit. OK maximum moment = 96.6 x 2 = 193.2 lb-ft < 232.2 lb-ft limit. OK

SK - 8

Jan 10, 2018 at 10:22 AM floor panel system analysis_Revis...

10.8

10.9

993.3

-20

-2.7

-2.9

-2.5

-16k/ft

-95.8

5.3

-9.2

5.7

-7.1

4.9

-9.7

Y

XZ

Plate Moment x lb-ft per ft

( LC 9 )

-9 -239 -469 -699 -929 -1159 -1389 -1619

Loads: BLC 10, max rolling load Results for LC 9, DW+max rolling load Member z Bending Moments (lb-ft) Y-direction Reaction Units are lb and lb-ft

ROOM 2

CONCORE 2500 PANEL ON EXISTING UNDERSTRUCTURE

2000 LB ROLLING LOAD

P= 2000 LB

maximum moment = 95.8 lb-ft < 232.2 lb-ft limit. OK elastic deflection = 0.045" > .04" limit.

difference of 0.005", span condition is slightly conservative, OK

SK - 12

Jan 10, 2018 at 10:31 AM floor panel system analysis_Revis...

55.9

55.9

1214.8

1214.8

-5.3

-5.3

0.6

0.6

-2500lb 8.3

-10.9

8.3 -10.9

-88.6

-9.3

Y

XZ

Plate Moment x lb-ft per ft

( LC 5 )

-16 -306 -596 -886 -1176 -1466 -1756 -2046

Loads: BLC 6, 2.5k stringer mid Results for LC 5, DW+2.5k (stringer mid) Member z Bending Moments (lb-ft) Y-direction Reaction Units are lb and lb-ft

ROOM 4

CONCORE 2500 PANEL ON EXISTING UNDERSTRUCTURE

2500 LB CONCENTRATED LOAD

P=2500 LB

elastic deflection = 0.054" x 2 = 0.108" approximately equal to 0.1" limit. OK maximum moment = 88.6 x 2 = 177.2 lb-ft < 189.0 lb-ft limit. OK

SK - 11

Jan 10, 2018 at 10:30 AM floor panel system analysis_Revis...

5.6

5.6

1013.1

1013.1

-2.9

-2.9

0.2

0.2

-16k/ft

4.9

-8.9

4.9

-8.9

-90.1

-6.8

Y

XZ

Plate Moment x lb-ft per ft

( LC 9 )

-9 -239 -469 -699 -929 -1159 -1389 -1619

Loads: BLC 10, max rolling load Results for LC 9, DW+max rolling load Member z Bending Moments (lb-ft) Y-direction Reaction Units are lb and lb-ft

ROOM 4

CONCORE 2500 PANEL ON EXISTING UNDERSTRUCTURE

2000 LB ROLLING LOAD

P= 2000 LB

maximum moment = 90.1 lb-ft < 189.0 lb-ft limit. OK elastic deflection = 0.047" > .04" limit.

difference of 0.007", span condition is slightly conservative, OK