July 29^th , 2005 Via Fax and US Mail

Mrs. Shelly Orenstein

Argo Uniform

101. N. Dixie Hwy

Hallandale Beach, Florida

33009

Property Address: 101 N. Dixie Hwy

Hallandale Beach, Florida 33009

Report No. 2: Soil and Core Test Results July 20, 2005

RE: Analysis and Investigation of existing cracks on floor slab inside the warehouse

Dear Mrs. Orenstein:

Upon your request, Chaiban Engineering Consultants, Inc. staff conducted field observations and inspections for the referenced project referenced building on June 21^st , 2005. This is the second report which includes new test data based on recommendations contained in our June 22^nd, 2005 report.

Previous recommendation were as follows:

1. Re-stucco the entire exterior wall of the building perimeter with water resistant, moisture sealant Portland cement based plaster with minimum thickness of ½” to 5/8”. The plaster shall be forced to fill any porous surface of the masonry wall. The finished coat shall be water proofed agent/ admixtures per FBC-2001.
2. Flashing shall be provided along all and every joint intersection of the wall and roof or floor where water flow could occur. In this case the joints between exterior wall and roof, and joint between the foundation wall and exterior wall.
3. Adequate slope and drainage provisions (scuppers, roof drains, etc..) shall be installed on the roof to insure that standing water will not occur on the roof.
4. Conduct moisture tests on roof and walls to determine level of moisture content and concentrations.
5. Soil testing (minimum of 2 -3 boring tests) is recommended to further investigate the nature and cause(s) of the settlement in the building.
6. Core tests in the storage area concrete floor slab shall be conducted to determine thickness, concrete compression strength and investigation of the reinforcement bars, size and placement.
7. Floor elevation of the storage area shall be raised to the same elevation of the sewing floor elevation and display area.
8. All exterior ground and grade slopes must be sloped away of the building to eradicate drainage and water intrusion .
9. We recommend that all cracks be sealed with silicon based caulking.
10. All cracks can be repaired with non shrink high strength grout injected into cracks.
11. All injected cracks to be repainted.
12. We recommend several areas of dry wall be removed inside the show room and storage to reveal any hidden damage or cracks along walls.

On July 20^th, 2005 Florida Engineering and testing, Inc. performed two (2) concrete core tests and soil borings on the referenced property. On July 27, our office received the test results from Florida Engineering and Testing, Inc. The test results are as follows:

Concrete core tests:

Core #	Core Diameter (in)	Core thickness (in)	Compressive strength test results (psi)	Compressive strength required (psi)	Reinforcement	Comments
1	3.75	4.25	2348	4000	none	Fail
2	3.75	4	2225	4000	none	Fail

Average strength: 2348+2225/2 = 2,286.5 psi

Notes:

1)* For core locations, reference sketch attached

2) Plans indicated a thickness of 4 inches with wire mesh reinforcement, 6x6~10-10

WWM and compressive strength = 4000 psi @ 28 days.

3) Reinforcement : Based on core tests, no reinforcement was found.

Soil Boring Tests:

Depth Soil Description

0’-0” - 0’-5” Concrete

0’-5” - 1’-0” Pale Brown sand w/rock

1’-0” - 5’-6” White sand

5’-6” - 8’-0” Very pale brown sand

8’-0” - 10’-0” Lime rock

* For boring locations, reference sketch attached

Analysis & investigations:

Based on the concrete core test results above, the compressive strength of the concrete averaged about 2,286.5 psi. However the minimum recommendation of the compressive concrete strength is 4000 psi in accordance with Florida building code 2001 section 1904 table 1904D. Additionally, there is no evidence that reinforcement bars or reinforcement wire exist or present in the slab. Based on our past experience, reinforcement is required in 4” thick concrete slabs. Additionally, the soil boring results indicated that the existing soil condition can reach allowable bearing capacity of 2500 psf.

Based on soil test data, our opinion is that the soil classification did not reveal any weak soils below the subject structure. The lab certified that the minimum bearing capacity of the soil is 2,500 PSF.

Recommendations:

Upon our evaluation, we offer the following recommendations :

1. The new design of structural slab with thickness of 6”-8” bearing on 2500 PSF capacity foundations with steel reinforcement and concrete compressive strength as required pursuant to Florida Building Code 2001. The thickness of 6” to 8” is recommended . The additional 2 inches is necessary to raise the slab elevation, to match existing office elevations, alleviate water intrusion problem and increase the strength of the slab.
2. Design of footing foundation in compliance with Florida Building Code 2001 for the existing steel pipe columns subject to further investigation of existing footings .
3. All exterior grade must be sloped away from the building to eradicate drainage and water intrusion. An alternate solution is to install drain pipes around the property based on drainage calculations and runoff intensity.
4. We recommend that all cracks be sealed with silicon based caulking.
5. All cracks can be repaired with non shrink high strength grout injected into cracks.
6. All injected cracks to be repainted.
7. We recommend several areas of dry wall be removed inside the show room and storage to reveal any hidden damage or cracks along walls.

Conclusion:

In conclusion, our analysis and investigation of the concrete core test and soil boring results indicated that existing floor slabs inside the storage area were under-designed, due to insufficient concrete compressive strength averaging 2,286.5 psi. The minimum allowable concrete compressive strength for slab bearing on the grade is 4,000 psi per Florida Building Code 2001 Section 1904 table 1904D. In addition, the concrete core sample did not reveal any reinforcement such as rebar or welded wire reinforcement fabric, which from our past experience, is commonly used in structural slabs with thickness of 4” or larger. At this time, we cannot determine if the existing steel pipe columns are bearing on concrete footing or not. In the event, further inspections and removal of existing slab reveal that no such footings exist, then, new footings must be constructed in accordance with 2001 Florida Building Code.

We advise to proceed immediately with the repairs or replacement as mentioned herein above, and attached specifications to repair the roof, wall stucco, sealant, cracks along the ceiling and exterior wall cracks, replace the floor slabs inside the storage room with new design by a certified structural engineer, PE (CEC). All repairs to be performed based on approved sealed drawings and a building permit issued by the local Building department.

We would be more than happy to provide you with engineering design repair drawings and specifications upon your request.

This report is made on the basis of what was visible and accessible at the time of inspections.

This inspection and report does not constitute a guarantee that there are no other deficiencies than those noted, or that additional problems will not occur in the future. Further, our company and employees assumes no liability whatsoever as a result of this inspection and report.

Please note that the engineer present on site during repairs reserves the right to recommend additional repairs upon visual observations.

We reserve the right to amend this report should additional information be presented.

Thank you for using our services.

Respectfully Submitted,

Chaiban Engineering Consultants, Inc.

Joseph B. Chaiban, P.E.,

Managing Partner

P. E. No. 43239

Special Inspector No. 1188

Certificate of Authorization No. 7185