exhibit 6 x-104a roof engineering evaluation exhibit 6...engineering evaluation eval-de-2014-0096...

EXHIBIT 6 – X-104A Roof Engineering Evaluation

Engineering Evaluation EVAL-DE-2014-0096 Rev. 0 X-104A Roof - Structural Integrity Assessment

Page 2 of 4 Date: 3/17/2014

1.0 PURPOSE

This engineering evaluation is for the purpose of re-assessing the roof structural integrity of the X-104A roof.

In February 2012, FBP Safety established the requirement (FBP-IOM-ESH&Q-12-0012) that all roofs will require a roof structural integrity evaluation by FBP Engineering prior to any work occurring on the roof. Many buildings with accessible roofs received a structural integrity evaluation with a 2-year review schedule.

In March 2014, FBP Engineering began the process of reviewing roof structural integrity evaluations that expire on a 2-year time limit. Building roof structural EVALs are being re-assessed as the 2-year time limit expires, with the new roof evaluation, such as for X-104A Indoor Firing Range, will receive a structural integrity evaluation with a 5-year time limit.

Minimum activity restrictions:

Do not approach the roof edge without fall protection, warning lines, or installed handrails asrequired in FBP-OS-PRO-00020.

ESH&Q will mandate any required fall protection measures per the work control packagesassociated with each maintenance or repair activity involving elevated work.

Respirators (or other equipment that may restrict vision) and night work must be specificallyapproved by ESH&Q prior to use when performing elevated work.

The X-104A Firing Range is a 3600 sq.ft. concrete block and cinder block, single story building with a steel bullet trap for the six shooting stations. It has an office, training room, and ammunition locker.

(per Facility Condition Survey, TPMC/PORTS-59 Rev1, August 2006)

2.0 SUMMARY OF ROOF STRUCTURAL INTEGRITY ASSESSMENT

Live-loading weight restrictions for the X-104A roof sections are shown on page A-1 (FBP Building Roof Assessment Checklist) and summarized in Table 1 below. The restrictions are in increments of 300 pounds with consideration of up to six maintenance or project workers per each roof section.

300 pounds limit per person (Includes PPE, hand-carried tools, hand-carried materials, and any weight of harnesses and other fall protection.)

Table 1: Summary of Live-Loading Weight Restrictions for X-104A Roof

Roof Roof Height

# of Workers

Total Weight Distributed

Restrictions

1 Main X-104A concrete roof deck

~ 13 feet 6 1800 Total weight does not include any handrail systems which could be specified by ESH&Q as part of a future protection system.

--- X-104A doorway entrance canopy or HVAC equipment

None 0

Incidental materials may be staged generally on main X-104A roof if not stacked or concentrated.

Large loads could potentially be placed directly above roof beams, structural walls, or otherlocations for better distribution of roof loadings. Contact FBP Engineering for furtherassistance/direction.


Page 3 of 4 Date: 3/17/2014

3.0 INVESTIGATION OF X-104A ROOF DRAWINGS

(Page B-1) Floor plan, mostly open.

(Page B-2) Roof plan, mainly one penetration on western end of X-104A building. A large equipment foundation area with its own CMU screen wall is at the northwest corner. Roof cross section materials are listed.

(Page B-3) Section 2 facing west. Precast concrete panel roof is sloped from north to south.

(Page B-4) Section 4 facing west, through the Lounge and the Control Room on western end of X-104A building.

(Page B-5) General notes for the prestressed concrete roof panels. Note 9 says that the design live load is 20 psf, and that the concrete panel weight is estimated at 52 psf.

(Page B-6) Roof planks are sloped from north to south with 8” elevation drop. Approximate roof height is 13’-8” to 13’-0” after adding 4” for insulation and built-up roof.

(Page B-7) Height of CMU wall parapet is 14’-4”. Roof cross section materials are listed.

(Page B-8) Closeup detail of HVAC penetration through wall, with W8 steel framing on top.

(Page B-9) Detail showing the prestressed concrete hollow-core roof panel and its edge support.

(Page B-10) Roof cross section materials and the construction joint in center of building.

(Page B-11) Doorway entrance canopy, specified as prefabricated aluminum, located on south edge of X-104A building near the southwest corner.

The expected parapet height on north side of roof is 0’-8” per notes above on pages B-6 and B-7. The expected parapet height on south side of roof is 1’-4” per notes above on pages B-6 and B-7.

On page D-3 (an excerpt from the 2012 roof evaluation report), it states that a spray-foam roof overlay was applied to the X-104A roof. That does not appear to be true when photographs A, B and C are examined (pages C-1 and C-2). It is probable that a misconception may have arisen from page A-9 of TMPC/PORTS-59/R1 (August 2006, Facility Condition Survey) as clipped and shown here.

The X-104A roof does not have a spray-foam overlay, but three of the X-104 roof levels have a spray-foam overlay as shown in photos from EVAL-DE-2014-0097.

4.0 REVIEW OF SOMAX RECORDS

Roof leaks were noted in the Somax records (in reverse chronological order); see Attachment D. The roof surface may be old and starting to deteriorate. Six of these work orders were requested in January and February, so there may be a connection with winter weather.

Roof/gutter interface, south side (February 2014) Leaking roof, unknown location (February 2013) Roof/ductwork interface, unknown location (September 2011) Roof leaking at northeast wall (July 2011) Roof leaking into indoor range (April 2011) Roof downspouts clogged (January 2010) Roof downspouts clogged (January 2009) Roof leaking into indoor range (February 2007) Roof leaking, unknown location (February 2005)

Excerpt from TMPC/PORTS-59/R1 (August 2006) Bottom of page A-9


Page 4 of 4 Date: 3/17/2014

5.0 ROOF STRUCTURAL INSPECTION WALKDOWN (3/11/2014)

The roof structural inspection walkdown for the X-104A roof was conducted on 3/11/2014 from 11:00 am to 11:45 am. Participants are: Ken Oliver (Engineering), Ford Arp (Safety), Robert Redford (Planning) and Dan Shelley (HVAC leader). The facility custodian was away from site on 3/11/2014.

The Safety Task Assignment form was used to document pre-job discussion. The field inspection walkdown consisted of visual inspection underneath the roof and then photographs from a neighboring roof to the south (X-104). See Attachment C for photographs.

6.0 ROOF LOADING DISCUSSION

See pages G-1 and G-2 of this report for excerpts from Table 1607.1 of the Nov 2011 Ohio Building Code. Per Use #29, the minimum concentrated live load for a maintenance worker on a roof surface is 300 pounds. Per Section 1607.4, this concentrated live load can be assumed to be uniformly distributed over an area of 2.5 feet by 2.5 feet, which would be 48 psf. The 2.5’ x 2.5’ area would be considered the smallest possible amount of personal space.

The stated roof live loading on drawing X-104A-02-S (page B-5) is 20 psf, which equals the value of 20 psf for uniform roof loading in Use #29. The X-104A structural roof is in good shape; however the roof surface may be old and starting to deteriorate.

A typical 8” thick prestressed concrete hollow-core panel is shown with detail (page F-1) and loading table (page F-2). This typical product (at 27-ft clear span) has an allowable loading of 38 to 40 psf. The value of 40 psf would equate to the specified design on page B-5 for hanging loads (20 psf) and live loads (20 psf).

The listed concrete panel weight for X-104A is 52 psf on page B-5, which is similar to the 50.4 psf value shown for a current concrete panel roof product on page F-1.

On other websites, most prestressed concrete panels of this type have higher allowable loadings than page F-2 for a 27-ft clear span. Therefore, a detailed roof loading analysis is not needed.

7.0 CONTENTS OF EVALUATION REPORT

Main report (4 pages)

A (3 pages) - X-104A Roof Assessment Checklist (walkdown date on 3/11/2014)

B (11 pages) - Drawing excerpts for X-104A floor plan, roof layout plan, wall details, and roof cross sections

C (3 pages) - Photographs from X-104A roof walkdown on 3/11/2014 (Roof was not physically walked)

D (8 pages) - Excerpts from the previous evaluation from 2012 (EVAL-DE-2012-0078 Revision 0)

E (2 pages) - Selected Somax records for X-104A roof

F (2 pages) - Detail and Loading Table for a typical 8” prestressed concrete hollow-core roof panel

G (2 pages) - Excerpt from Ohio Building Code, Section 1607 – Live Loads (Use #29, Roofs)

====================

Total = 35 pages for EVAL-DE-2014-0096

FBP BUILDING ROOF ASSESSMENT

EVAL-DE-2014-0096 Attachment A Page A-2 of A-3

FINDINGS SHEET

Roof Sketch Legend:

Satellite Photograph:

Roof Sections (see Note No.1)

Inspected

(Yes/No)

Passed

(Yes/No)NOTES: 1. Number each different roof section on the above sketches to correspond with the roof sections number and the comments section entries. 2. If roof has not passed, explain (in detail) under comments the deficiencies associated with the roof. If possible, show the general "area deficiencies" on the sketch above.

1. X-104A Indoor Firing Range (concrete roof) Yes Yes **

Building or Trailer No. X-104A (Indoor Firing Range)

Location/Area: X-104A ** - The X-104A roof was not physically walked.

Comments (add additional sheets as necessary):

See EVAL-DE-2014-0096 Attachment B for excerpts of various drawings pertaining to the X-104A roof. See EVAL-DE-2014-0096 Attachment C for selected photographs of the representative roof conditions for X-104A. See EVAL-DE-2014-0096 Attachment D for summary of the X-104A roof background and history.

The X-104A roof is structurally adequate for Routine Maintenance Access (as defined on page A-1 of this FBP Building Roof Assessment) for six employees on the concrete panel roof as shown within EVAL-DE-2014-0096.

N

Entrance canopy (Do not walk)

Equipment area (no roof)

HVAC (Do not walk)

FBP BUILDING ROOF ASSESSMENT

EVAL-DE-2014-0096 Attachment A Page A-3 of A-3

CHECKLIST: X-104A Roof Approximately 13 feet high This roof was not walked upon.

I. WALLS/ROOF SUPPORT A. Exterior Walls 1. Concrete a. Tilt-up panels b. Cast-in-place c. Precast panels 2. Masonry a. Block (CMU), reinforced b. Brick 3. Steel frame with _____________ a. Pre-engineered building 4. Wood frame with siding 5. Other _____________________________________________

B. Interior Walls/Columns 1. Concrete a. Cast-in-place b. Tilt-up panels c. Precast panels 2. Masonry a. Block (CMU) (some interior walls) b. Brick 3. Steel frame columns 4. Wood frame 5. Other _____________________________________________ II. ROOF A. Roofing 1. Metal type 2. Built-up type with gravel 3. Single-ply type 4. Urethane 5. Asphalt Shingle 6. ____________________ _____________________________________________ B. Decking 1. Reinforced concrete slab 2. Precast concrete deck 3. Prestressed concrete plank and deck 4. Composite concrete slab 5. Steel w/concrete fill 6. Steel deck __________ 7. Composite Steel 8. Plywood 9. T&G wood plank 10. Other _____________________________________________ C. Roof Structure 1. Concrete a. Waffle Slab b. Concrete beam c. Precast concrete plank

2. Masonry beam

C. Roof Structure (continued) 3. Steel frames at openings a. Framework b. Joists c. Trusses 4. Wood a. Joists b. Manufactured joists type c. Beams 5. Other _____________________________________________ III. ROOF CONDITION A. General Appearance 1. Debris 2. Drainage 3. Visible damage from roof: a. Concave/convex deflection b. Surface uniformity - Loose material - Deviations from one area to another c. Sun damage (somewhat discolored) 4. Visible damage from interior: a. Concave/convex deflection b. Notable ceiling damage - Water stains on ceiling panels 5. General condition: Good (from underneath) 6. New equipment/alterations 7. Other 8. OK (Observed from neighboring roof) _____________________________________________ B. Surface Condition 1. Bare spots in gravel/ballast displaced 2. Visible light from below (through ceiling) 3. Alligator/cracking 4. Spalling concrete surfaces 5. Slippage 6. Housekeeping 7. Evidence of recent repairs 8. OK (Observed from neighboring roof) _____________________________________________ C. Membrane Condition 1. Blistering 2. Splitting 3. Ridging/wrinkling 4. Fishmouthing 5. Loose felt laps/seams 6. Punctures, fastener backout 7. Securement to substrate 8. Membrane shrinkage 9. Membrane slippage 10. Evidence of recent repairs 11. OK (Observed from neighboring roof)

GENERAL: Plant maintenance or building custodian consulted for building history and known hazards.

Drawing excerpt fromX-104A-01-A (1982)

EVAL-DE-2014-0096 Attachment B Drawing excerpts

Page B-1 of B-11



Page B-2 of B-11

Drawing excerpt from X-104A-01-MC (1982)Facing west.


Page B-3 of B-11

Drawing excerpt from X-104A-01-MC (1982)Facing north.


Page B-4 of B-11

Drawing excerpt from X-104A-02-S (1982)

Roof panel = 8" prestressed hollow-core slab

`


Page B-5 of B-11



Page B-6 of B-11

Drawing excerpt from X-104A-03-A (1982)Facing west.


Page B-7 of B-11

Drawing excerpt fromX-104A-03-A (1982)Above wall opening.


Page B-8 of B-11

Drawing excerpt fromX-104A-03-S (1982)


Page B-9 of B-11



Page B-10 of B-11



Page B-11 of B-11

EVAL-DE-2014-0096 (X-104A Roof) Walkdown photos 3/11/2014 Page C-1 of C-3

X-104A roof walkdown 3/11/2014

Photo A - Looking north at the western side of X-104A Indoor Firing Range structure.

Photo B - Looking north at the middle portion of X-104A roof.

X-104 Area 4

X-104A

X-104A entrance canopy (Do not walk on.)



Photo C - Looking northeast at the eastern portion of X-104A roof.

Photo D - Underside of roof in Control Room.



Photo E - Underside of roof in Firing Range Area, middle of the south buidling wall.

EVAL-DE-2014-0096 Attachment D

Excerpts from 2012 roof evaluation (just portions that include X-104A Roof)

Page D-1 of D-8

For reference only - [2012 roof evaluation]



Page D-2 of D-8




Page D-3 of D-8




Page D-4 of D-8




Page D-5 of D-8




Page D-6 of D-8




Page D-7 of D-8




Page D-8 of D-8


EVAL-DE-2014-0096 Attachment E

Page E-1 of E-2

EVAL-DE-2014-0096 Attachment E

Page E-2 of E-2

EVAL-DE-2014-0096 Attachment F Typical prestressed concrete panel detail

Page F-1 of F-2

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Typical prestressed concrete roof panelloading chart

EVAL-DE-2014-0096 Attachment F

Page F-2 of F-2

4101:1-16-01 15

SECTION 1606 DEAD LOADS

1606.1 General. Dead loads are those loads defined in Section 1602.1. Dead loads shall be considered permanent loads. 1606.2 Design dead load. For purposes of design, the actual weights of materials of construction and fixed service equipment shall be used.

SECTION 1607 LIVE LOADS

1607.1 General. Live loads are those loads defined in Section 1602.1. 1607.2 Loads not specified. For occupancies or uses not designated in Table 1607.1, the live load shall be determined in accordance with generally accepted engineering practice. 1607.3 Uniform live loads. The live loads used in the design of buildings and other structures shall be the maximum loads expected by the intended use or occupancy but shall in no case be less than the minimum uniformly distributed unit loads required by Table 1607.1. 1607.4 Concentrated loads. Floors and other similar surfaces shall be designed to support the uniformly distributed live loads prescribed in Section 1607.3 or the concentrated load, in pounds (kilonewtons), given in Table 1607.1, whichever produces the greater load effects. Unless otherwise specified, the indicated concentration shall be assumed to be uniformly distributed over an area 2½ feet by 2½ feet [6¼ square feet (0.58 m

2)] and shall be located so as to produce the

maximum load effects in the structural members. 1607.5 Partition loads. In office buildings and in other buildings where partition locations are subject to change, provisions for partition weight shall be made, whether or not partitions are shown on the construction documents, unless the specified live load exceeds 80 psf (3.83 kN/m

2). The partition load shall not be

less than a uniformly distributed live load of 15 psf (0.74 kN/m2).

TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, Lo, AND

MINIMUM CONCENTRATED LIVE LOADSg

OCCUPANCY OR USE UNIFORM

(psf) CONCENTRATED

(lbs.)

1. Apartments (see residential) — —

EVAL-DE-2014-0096 Attachment G (OBC maintenance roof loading) Page G-1 of G-2

4101:1-16-01 17

23. Manufacturing Heavy Light

250 125

3,000 2,000

24. Marquees 75 — 25. Office buildings

Corridors above first floor File and computer rooms shall be designed for

heavier loads based on anticipated occupancy Lobbies and first-floor corridors Offices

80

— 100 50

2,000

—

2,000 2,000

26. Penal institutions Cell blocks Corridors

40 100

—

27. Residential Dwellings

Uninhabitable attics without storagei Uninhabitable attics with limited storagei, j, k Habitable attics and sleeping areas All other areas

Hotels and multifamily dwellings Private rooms and corridors serving them Public rooms and corridors serving them

10 20 30 40

40 100

—

28. Reviewing stands, grandstands and bleachers Note c

29. Roofs ] All roof surfaces subject to maintenance workers Awnings and canopies

Fabric construction supported by a lightweight rigid skeleton structure

All other construction Ordinary flat, pitched, and curved roofs Primary roof members, exposed to a work floor

Single panel point of lower chord of roof trusses or any point along primary structural members supporting roofs:

Over manufacturing, storage warehouses, and repair garages

All other occupancies Roofs used for other special purposes Roofs used for promenade purposes Roofs used for roof gardens or assembly purposes

5 nonreducible

20 20

Note 1 60

100

300

2,000 300

Note 1

30. Schools Classrooms Corridors above first floor First-floor corridors

40 80

100

1,000 1,000 1,000

31. Scuttles, skylight ribs and accessible ceilings — 200

32. Sidewalks, vehicular driveways and yards, subject to trucking 250d 8,000e

33. Skating rinks 100 —

EVAL-DE-2014-0096 Attachment G (OBC maintenance roof loading) Page G-2 of G-2

exhibit 6 x-104a roof engineering evaluation exhibit 6...engineering evaluation eval-de-2014-0096...

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