The Issue The issue is whether Oliver J. Turzak violated statutes and rules governing the practice of engineering as charged in the Amended Administrative Complaint filed with the Clerk of the Florida Board of Professional Engineers (the “Board”) on October 4, 2012.
Findings Of Fact Petitioner is charged with regulating the practice of engineering pursuant to chapter 455, Florida Statutes. The Administrative Complaint at issue was filed by the Florida Engineers Management Corporation (“FEMC”) on behalf of Petitioner. FEMC is charged with providing administrative, investigative, and prosecutorial services to the Florida Board of Professional Engineers pursuant to section 471.038, Florida Statutes. Respondent is, and at all times material to these proceedings has been, a licensed professional engineer in the State of Florida, having been issued license number PE 18230. Respondent’s last known address is 5405 Water Street, New Port Richey, Florida 34652. On April 20, 2008, Respondent signed, sealed, and dated a Settlement Stabilization Plan for the Fish Residence located at 11251 Knotty Pine Drive, New Port Richey, Florida (“Fish Residence Project”). On June 10, 2008, Respondent signed, sealed, and dated an engineering opinion letter (“Letter”) which was addressed and sent to Champion Foundation Repair, the entity which was Respondent’s client for the Fish Residence Project. The Letter stated in material part: [Respondent], whose signature appears below, has verified placement of twenty-seven (27) exterior piers and twenty-five (25) interior jack pins as located on the drawings by the same job number. The piers all achieved sufficient load bearing characteristics to transfer the house weight to the piers and to close cracks substantially and stabilize the foundation. The remediation program was developed according to geological data supplied by Central Florida Testing Laboratories, Inc., dated November 2007. Similar pier reports on numerous structures with similar problems have demonstrated long term success without additional settlement. Therefore, it is the opinion of the [Respondent] that the location has been repaired and stabilized and, further, that there is no evidence of new sinkhole activity at the location. In compliance with Florida Statute 627.707, the report and remediation program was prepared under the supervision of a Registered Professional, whose field of expertise is a Geo-Technical Engineer. The Board has adopted Responsibility Rules of Professional Engineers (“Responsibility Rules”). These rules are contained in Florida Administrative Code Chapters 61G15-30 through 61G15-35. Professional engineers, who perform services covered by the Responsibility Rules, are required to comply with those rules. Rule 61G15-30.002(1) mandates that Respondent, as the structural engineer of record, is professionally responsible for the documents prepared for the Fish Residence Project. As such, Respondent is responsible for producing a document that complies with the applicable portions of the Responsibility Rules. Respondent acted as Engineer of Record of the Structure for the Fish Residence Project as that term is defined in rules 61G15-31.002(1) and 61G15-31.003(1). As such, all structural documents prepared, signed, sealed, and dated by Respondent must contain the information set out in rule 61G15-31.002(5), as mandated by rule 61G15-31.001, setting out the General Responsibility standards for engineers designing structures. Section 471.033(1)(g), Florida Statutes, provides that an engineer is subject to discipline for engaging in negligence in the practice of engineering. Florida Administrative Code Rule 61G15-19.001(4) provides that negligence constitutes “failure by a professional engineer to utilize due care in performing in an engineering capacity or failing to have due regard for acceptable standards of engineering principles.” Rule 61G15-19.001(4) also provides that: [F]ailure to comply with the procedures set forth in the Responsibility Rules as adopted by the Board of Professional Engineers shall be considered as non-compliance with this section unless the deviation or departures therefrom are justified by the specific circumstances of the project in question and the sound professional judgment of the professional engineer. Respondent’s June 10, 2008, Letter is an engineering “certification” as that term is defined in Florida Administrative Code Rule 61G15-18.011(4): statement signed and sealed by a professional engineer representing that the engineering services addressed therein, as defined in section 471.005(6), F.S., have been performed by the professional engineer, and based upon the professional engineer’s knowledge, information and belief, and in accordance with commonly accepted procedures consistent with applicable standards of practice, . . . . “Certifications” are subject to the standards set out in Florida Administrative Code Rule 61G15-29.001, which require that if an engineer is presented with a “certification” that “involve[s] matters which are beyond the engineer’s scope of services actually provided” that the engineer must “decline to sign . . . such certification.” Section 471.033(1)(a) provides that an engineer is subject to discipline for “[v]iolating . . . [a] rule of the [B]oard.” Section 471.033(1)(e) provides, in material part, that a professional engineer is subject to discipline for “[m]aking or filing a report or record that the licensee knows to be false” when the report is “signed in the capacity of a licensed engineer.” Rule 61G15-19.001(6) provides that: A professional engineer shall not commit misconduct in the practice of engineering. Misconduct in the practice of engineering as set forth in Section 471.033(1)(g), F.S., shall include, but not be limited to: * * * (b) Being untruthful, deceptive, or misleading in any professional report, statement, or testimony whether or not under oath or omitting relevant and pertinent information from such report, statement or testimony when the result of such omission would or reasonably could lead to a fallacious conclusion on the part of the client, employer or the general public; . . . . The Fish Residence In 2007, the residence located at 11251 Knotty Pine Drive in New Port Richey, Florida (the “Fish Residence”), experienced structural damage from subsidence in the ground underlying the home. As a result, a claim was made to Fish’s insurance company, and an investigation was commenced. Central Florida Testing Laboratories, Inc. (“CFTL”), a geotechnical engineering firm, performed an in-depth analysis and found, in a signed, sealed, and dated engineering report issued on November 20, 2007, that the subsidence was likely caused by a number of factors, including sinkhole activity. As a result, the Fishes hired a contractor, Champion Foundation Repair (“Champion”) to remediate the damage. Champion hired Respondent to perform the engineering services necessary to obtain a permit for the remediation, inspect the construction, and complete a report certifying the adequate completion of the work. Respondent had a long history of providing similar services to Champion in the past, having performed engineering services in over 200 projects for Champion. Respondent created, signed, sealed, and dated on April 20, 2008, a Settlement Stabilization Plan (“Plan”), which formed the design basis for the work Champion carried out. Well into the project, the Fishes became dissatisfied with the work done by Champion. Champion was terminated as the contractor before the work was finalized and before Respondent was able to perform a final inspection of the property. Litigation was commenced and Bracken Engineering (“Bracken”), a forensic structural/civil engineering firm was engaged to perform an investigation of the work performed by Champion and Respondent for the pending litigation. Bracken issued a lengthy engineering report (“Bracken Report”), under engineering seal, on June 20, 2011. The Bracken Report found Respondent’s Plan deficient, that Respondent was not adequately knowledgeable about the site, that Champion’s implementation of the Plan, and Champion’s construction work as a whole was flawed and inadequate. Subsequent to the issuance of the Bracken Report, a complaint was filed with the Board, and these proceedings were initiated. Settlement Stabilization Plan for the Fish Residence Roger Jeffery opined that the Plan failed to meet required engineering standards. The parties agree that when a structure, such as the Fish Residence Project, is initially built, the loads are directly transferred to the foundation, which then transfers the loads directly and uniformly as a continuously supported structure to the underlying soil. However, when, as occurred in this case, the structure’s loads are no longer transferred directly and uniformly to the ground through the foundation, but are transferred through pins which underlie the foundation, the foundation itself now acts as a beam or beams and is subject to the stresses applied to the beams. Respondent asserted that the foundation load would remain continuous, and therefore stable, since grouting had been poured under the Fish Residence to consolidate and stabilize the soils. However, Respondent’s plan did not call for grouting to be used. Moreover, according to the Bracken Report, no grouting was ever placed under the Fish Residence, even though it was called for in the CFTL Report to stabilize the structure. Respondent’s failure to perform a final inspection resulted in an inaccurate assumption and opinion. Respondent’s claim that grouting placed in the void under the structure reconstituted the original soil conditions is rejected, especially in light of the fact that Respondent also analyzed the pins and foundation in a beam configuration--a simple span beam. Further, Respondent’s analysis must be discounted because the calculations justifying his conclusion that the structure was adequately supported was performed in December 2013, well after these proceedings commenced and more than five years after the Plan had been created by Respondent. As a result of the changed structural support system (from ground support to pins), the position of the pins is critical to the stability of the structure. If the pins are too far apart for the strength of the foundation’s materials to accommodate the foundation, now acting as a beam or beams, the foundation will be overstressed. Cracking, at a minimum, or collapse, at a maximum, can occur. Cracking or collapse can occur because the concrete slab foundation used at the Fish Residence does not have any existing top reinforcing steel in it. When asked if perhaps reinforcing steel might have been placed within the slab itself, Mr. Jeffery stated he had never seen such use of steel in over 40 years. No evidence to support the steel within the slab theory was presented. When the newly installed pins become the structural support, a negative bending moment is introduced to the top of the foundation, now acting as a beam. The top of the foundation is made only of concrete, which has little ability to resist the induced negative moment. As a result, deflection, racking, and ultimate failure will be the result if the pin placement and the spans created by the placement are inadequately designed. Respondent’s after-the-fact calculations do not address this issue. Using a continuous beam analysis, the preferred method to evaluate the beam/pin assemblage design in structures like the Fish Residence, the spacing of the pins (usually ten feet apart) designed by Respondent coupled with the loads generated by the foundation and the lack of reinforcing steel in the top portion of the foundation would result in stress that would exceed the strength of the concrete and, at a minimum, the concrete would eventually crack. Dr. Ahmed Said, Respondent’s expert, agreed with this conclusion. Even using a simple beam analysis, the design method Respondent testified he used and that Dr. Said agreed was commonly used, movement, resulting in cracks at the foundation slab, would occur. Again, since no reinforcing steel exists at the top of the slab, as a matter of simple physics, the concrete would have to respond to the deflection that would occur at the bottom of the foundation and, concrete being weak, would likely crack or worse at the top. Respondent provided no persuasive rebuttal to Mr. Jeffery’s analysis. First, Respondent claimed that elevations taken at the site in 2013 showed minimal deflective movement, proving the Plan design was sufficient. However, Mr. Jeffery noted that subsequent elevations taken at the completed structure would have little meaning regarding the adequacy of the design since: the design stands alone and is not affected by how the contractor implemented it; and no one could know whether the design, as constructed, would withstand the required stresses until it was subjected to full design loading, which would have to include the full wind loads to which the structure was designed. There is no evidence the structure was ever subjected to such stress in the period between its construction in 2008 and the later recorded elevations. Next, Respondent claimed the 3-foot “spreaders” attached to the pins would reduce the span of the foundation acting as a beam and thus would overcome the lack of reinforcing steel in the top of the foundation and the resulting overstress. The problem with this assertion is that the Plan does not call for “spreaders” to be placed in the design by any notations that are readily and universally cognizable. Respondent admitted that the symbol regarding the use of the spreaders was agreed to only between Champion and him, and was not included in the Plan. However, even if the notations used by Respondent could be interpreted as calling for the use of the “spreaders,” the “spreaders” would not materially impact the fact that the foundation, acting as a beam, would be overstressed, since a negative moment would still exist due to the lack of reinforcing steel at the top of the foundation. Finally, Respondent asserted that Mr. Jeffery’s analysis was flawed since Mr. Jeffery had assumed the Fish Residence was a masonry structure whereas Respondent claimed the structure was a wood frame covered with a stucco exterior. This issue is confused by the fact that both the CFTL and Bracken Reports, upon which Mr. Jeffery relied, both stated the Fish Residence was a masonry structure, although the CFTL Report notes the structure was initially constructed as wood frame. In any event, Mr. Jeffery testified that regardless of the masonry versus wood frame question, the structure would still be overstressed. Changing the construction from masonry to wood frame/stucco veneer might lessen the overstress, but not materially. In addition to the overstress created by failing to address the induced negative moment at the top of the foundation, Respondent’s design also resulted in a shear load which exceeded the maximum allowable under the American Concrete Institute 318 Concrete Code; and, since that code is incorporated into the Florida Building Code (“FBC”), the requirements of the FBC as well. The shear load factor is especially relevant since Respondent did not assure that the pins would not be placed under windows and doors where this issue is critical. Respondent did not address the shear issue as it applied to windows and doors in his after-the-fact calculations. The Plan is also deficient since it did not indicate the placement of windows and doors in the Fish Residence Project. By not doing so, the pins, when put in the ground, could be placed underneath these internal spaces which do not then form a continuous roof/wall/foundation assembly. If that occurred, and it apparently did in the Fish Residence on four occasions, the shear problem described above is exacerbated, since at either side of a door or window a point load is created and the shear stress increased. The Plan also fails to include required information. While the Plan calls for the use of a “FastSteel” product, the Plan does not include any product specification number or the strength of the material to be used. Although Respondent stated that the contractor, based upon its experience, knew what was intended, ultimately Respondent admitted that the required information was not in the Plan. Similarly, the Plan did not include the design loads and criteria used in the design and provided no building codes and standards. Respondent admitted the Plan lacked this required information. The missing information is important. Only by including such information on design documents can the engineer adequately communicate to the reviewing building code plans examiner or a contractor what the design engineer intended. By not including this required information, the reviewer can be uncertain as to whether the engineer used the correct loadings or designed the structure in accordance with the correct edition of the building code. Similarly, failing to provide sufficient information concerning the products to be used may lead a contractor to utilize the wrong product during construction. The Plan was submitted to Pasco County for issuance of a permit. The county building department issued a permit for the work to be performed. Mike Mosher of Champion believed the Plan included all the specifications he needed to identify the components to be used and the manner in which the work was to be performed. He also testified the work was completed consistent with the Plan. The June 10, 2008, Certification Letter Respondent issued the June 10, 2008 Certification Letter (“Letter”) under seal to his client before he completed the inspections necessary for the conclusions in the Letter to accurately reflect the opinions contained in it. Both Respondent and his client, Champion, agree that since the client had been denied access to the Fish Residence Project, no final inspection of the site by Respondent ever occurred. As a result, Respondent admitted that, when he signed, sealed, and issued the Letter, the engineering services, upon which the certification in the Letter was based, had not yet occurred. The evidence proved that Respondent’s last appearance at the Fish Residence Project occurred on or about May 5, 2008, and that most of the work done at the site occurred after that date with the final construction finishing on or about May 30, 2008. As a result, the conclusions and opinions contained in the Letter were not based upon accurate and contemporaneous engineering analysis. Since the Letter purports to be grounded in engineering inspections, the statements in the Letter were not fully based upon the services Respondent actually provided. While not entirely clear from the evidence and testimony, had Respondent had the ability to perform a final inspection, he would have had the opportunity to discover several deficiencies in the construction. The Bracken Report detailed several deficiencies and non-conformances with the Remediation Plan. These deficiencies included: 1) failure to drive 5/6ths of the pilings to the depth prescribed by the notes to the Plan; a large number of pins found beneath door and window openings; mis-installation of pins and pin assemblages; and 4) no grouting placed in the ground although Respondent intended that grouting be used. Respondent agreed that at least some of the Bracken Report conclusions were warranted. Respondent asserts that, although the Letter was issued prematurely, Respondent should not be held accountable since the Letter “never went public.” This contention is rejected. The Letter was a final engineering report/certification and, upon issuance to Respondent’s client, Champion, was fully subject to all engineering standards, rules, and statutes. Since the Letter contained conclusions that were inaccurate and based upon information that was not collected under Respondent’s direct supervision, issuance of the Letter constituted negligence and misconduct in the practice of engineering. Respondent’s Prior History of Discipline Respondent has previously had discipline imposed. The instant case is the first in more than 40 years of Respondent practicing engineering that involved a subsidence remediation plan. Respondent’s first prior discipline was in FEMC Case No. 00-0086. In that case, Respondent was hired to correct building code issues identified by a county building department. The drawings he made violated the building code requirements, contained deficiencies, and were not in compliance with the standard practice of engineering. Respondent proceeded to hearing without benefit of legal counsel. A final order was entered by the Board reprimanding his license, fining him $1,000, plus costs of $302.93, placing him on probation for one year, and requiring he complete a course in professionalism and ethics while on probation. Respondent’s second prior discipline was in FEMC Case No. 01-0079. That matter was based upon drawings that were dated February 16, 2001. Respondent was not represented by counsel in that proceeding. In that proceeding, no proof was presented that the structure depicted in the plans by Respondent was ever built. Therefore, no direct risk of harm to the public was proven. Respondent entered into a Settlement Stipulation in that matter which was approved by the Board of Professional Engineers. He agreed to pay a total administrative fine of $7,000, plus $316.67 in costs and receive a reprimand on his license. He also received a one-year suspension of his license, followed by two years’ probation, and continuing education requirements. The other instance of discipline imposed against Respondent was in FEMC Case No. 2004037005. That complaint arose from plans that were signed by Respondent in June 2004. He was charged with signing plans he had not personally prepared or were not prepared under his supervision. Respondent entered into a Settlement Stipulation in that case that was approved by the Board. He paid a $5,000 administrative fine and costs of $750; received a reprimand on his license; received two years of probation; and was required to make detailed reporting to the FEMC during the probationary period. No additional evidence of prior disciplinary matters was offered other than the three cases described above.
Recommendation Based on the Findings of Fact and Conclusions of Law, it is RECOMMENDED that Respondent Oliver Turzak’s Professional Engineer license be reprimanded, and that the license shall be suspended for a period of one year. Upon termination of the suspension, Respondent shall be reinstated under terms and conditions of reinstatement as the Board determines are appropriate, including two years of probation with terms the Board deems appropriate. Respondent shall also be fined $1,000 per count ($2,000 total fine). Finally, Petitioner shall be entitled to assess costs which are related to the investigation and prosecution of this case, other than costs or fees associated with an attorney’s time, as provided in section 455.227(3), Florida Statutes. DONE AND ENTERED this 6th day of May, 2014, in Tallahassee, Leon County, Florida. S ROBERT S. COHEN Administrative Law Judge Division of Administrative Hearings The DeSoto Building 1230 Apalachee Parkway Tallahassee, Florida 32399-3060 (850) 488-9675 Fax Filing (850) 921-6847 www.doah.state.fl.us Filed with the Clerk of the Division of Administrative Hearings this 6th day of May, 2014. COPIES FURNISHED: Zana Raybon, Executive Director Board of Professional Engineers Department of Business and Professional Regulation 2639 North Monroe Street, Suite B-112 Tallahassee, Florida 32303 Michael Flury, Esquire Office of the Attorney General The Capitol, Plaza Level 01 Tallahassee, Florida 32399-1050 J. Layne Smith, General Counsel Department of Business and Professional Regulation Northwood Centre 1940 North Monroe Street Tallahassee, Florida 32399-0792 David P. Rankin, Esquire Law Office of David P. Rankin, P.A. 18540 North Dale Mabry Highway Lutz, Florida 33548 John Jefferson Rimes, III, Esquire Florida Engineers Management Corporation 2639 North Monroe Street, Suite B-112 Tallahassee, Florida 32303
Findings Of Fact Petitioner is an applicant for licensure by examination to practice architecture in Florida. The exam consists of two parts: the written part is given in December of each year and the site and design problem is given in June of each year. Todaro graduated from Ball State University, Muncie, Indiana in 1977 and had met the requirements for admittance to the licensure examination. Todaro took the design and site planning portion of the national architectural exam in June, 1980. This consists of a 12 hour sketch problem involving the design of a structure by the applicant, including requirements for placing the structure on the site, elevations, building cross-sections, facades, and floor plans. The exam is prepared by the National Council of Architectural Registration Boards (NCARB) and is used by all states. Pre-test information supplied to each applicant includes a booklet providing the architectural program to be accomplished and the various requirements to which applicants are expected to apply themselves in order to receive a passing grade. At the examination, other information is supplied to enable the applicant to more adequately design the structure requested and perform the necessary technical architectural requirements. The purpose of the examination is to require the applicant to put together a design and site plan solution in response to a program submitted by NCARB and allows the national testing service grading the examination (and through them the Florida Board of Architecture) to determine whether the applicant is able to coordinate the various structural, design, technical, aesthetic, energy and legal requirements which were tested in written form in the other portion of the examination given in December. The grading of the site and design problem is accomplished by the review of the applicant's product by at least three architects selected by the various architectual registration boards of some 20 states who are then given training by NCARB to standardize their conceptions of the minimal competence required for a passing grade. Each architect-grader is then asked to review various solutions submitted by applicants on a blind grading basis. That is, the grader has no knowledge of the name or state of origin of the solution which lie is grading. The grader is instructed in how to consider the appropriate criteria. Graders are also instructed to make notations for areas of strength and of weakness on the grading criteria and then determine, based upon an overall conception of the applicant's submission, whether or not a passing grade is warranted. A passing grade is a three, and an applicant must receive at least two passing grades from the three architects who independently grade the applicant's submission. In the instant cause, Todaro received two 2's and one 3. He was therefore notified of his failure to pass the examination and of his right to this hearing. While Petitioner established that an effort had been made on his part to comply with the instructions, it is clear that in several material areas he failed to achieve sufficient clarity of presentation, particularly as to adequate consideration to grading and site planning, adequate consideration to marking elevations on his floor plans and adequate notation regarding the type of materials to be used in his elevations, floor plans, and wall sections. In general Todaro failed to place within his solution adequate information to allow the graders to determine that his program could be used; he failed to synthesize the information which he had learned in his educational process, in such a manner as to prepare adequate plans to respond to the requirements of good architectural practice in the formulation of design and site plans.
Recommendation From the foregoing findings of fact and conclusions of law, it is RECOMMENDED that the petition of Stephen Todaro to change his grade on the June, 1980, site and design architectural examination be denied. DONE and ENTERED this 8th day of January, 1981, in Tallahassee, Florida. H. E. SMITHERS Hearing Officer Division of Administrative Hearings 101 Collins Building Tallahassee, Florida (904) 488-9675 Filed with the Clerk of the Division of Administrative Hearings this 8th day of January, 1981. COPIES FURNISHED: Stephen A. Todaro 1507 N. E. 5th Avenue Ft. Lauderdale, Florida 33304 John J. Rimes, Esquire Assistant Attorney General Department of Legal Affairs The Capitol Tallahassee, Florida 32301
Findings Of Fact At all times pertinent to the issues herein, the Respondent, Raymond E. Hirst, Jr., professional engineer, was licensed as such by the State of Florida under license number PE 0017307. Prior to March 22, 1983, the Respondent, for Mech-Mar Engineering Company, Inc., designed a storage bay and mini- warehouse project to be built by Ruth Stein Construction for William M. Kwasniki, to be located on South Babcock Street in Palm Bay, Florida. Petitioner designed the facility and signed the plans for construction on March 22, 1983. A note clearly marked on the sheet index on the upper right hand corner of the first page of the plan set reflects, "The engineer's services do not include supervision of the construction of this project." The plans consist of three sheets of drawings, each of which is sealed and signed by the Respondent. The first sheet reflects the foundation plan. The second shows the electrical riser and firewall detail, and the third reflects the elevations. On or about April 3, 1983, the contractor, Ruth Stein, submitted these plans to the City of Palm Bay building department. The plans were approved for construction by the office of the chief building official, Paul Olsen, and formed the basis for the issuance of the construction permit. Neither the engineer's specifications nor calculations were submitted and filed with the plans. However, calculations were not required by the City of Palm Bay at that time. Two amendments to the plans were filed by the Respondent on May 31, and August 10, 1983. No revised drawings were submitted, however. The drawings that were submitted by Ms. Stein, but drawn by Respondent, were used to insure that the plans conformed to standard building codes, zoning codes, etc., but were not reviewed by the city for compliance with engineering standards and no engineering analysis was done by the city on these or any other plans at that time. The need to do so was apparently recognized later, however, as such analyses are now done on a routine basis. The plans were also to be used by the city's inspection staff to compare work being done by the contractor with the plans to insure that the work conforms to them. During construction, the building being erected according to Respondent's plans, a concrete block structure, collapsed. This collapse occurred sometime prior to May 20, 1983. After the structure collapsed, the city building office again approved the plans drawn by Respondent for reconstruction. The contractor was told to clean up the site and was then allowed to rebuild. Not only the original plans but the amendments referred to above, including that dated August 10, 1983, called for partitions within the building. After rebuilding, the structure was inspected by the city and a certificate of occupancy was issued in August, 1983. No complaints have been filed regarding this construction since that time. After the collapse, an inspection of the collapse site revealed that in some areas on the west part of the structure, cells of the concrete blocks being used to form the walls had not been filled with concrete as was required by the design submitted by Respondent. In the opinion of Mr. Olsen, this defect was a fault not of the Respondent but of the contractor. No determination was made by the city as to: whether the block walls as designed by Respondent met Standard Building Code (SBC) requirements; whether the walls were supported laterally as required; whether anchorage of the roof trusses to the walls was accomplished; whether Respondent properly, or at all, designed a roof diaphragm for this project; whether the walls were adequate to meet the wind load requirements (the SBC suggests that maximum wind velocity standard is 90 mph.); whether the lentils were adequate; and whether the truss anchorage limits were satisfactory. (According to Mr. Olsen, this decision is left up to the engineer who designs the structure.) The city found, however, that a part of the reason for the collapse of this structure was that the trusses for the roof were set too soon, were not adequately braced, contained questionable materials, and wore questionably fabricated. Though the city was not critical in its analysis of Respondent's performance, the experts retained by Petitioner to evaluate his drawings were. Mr. James O. Power, who has been a registered structural engineer since 1947 did not examine the building site but is aware of the project in question. He reviewed the drawings prepared by Respondent, photos taken of the site, the investigative report, letters and correspondence from Respondent with calculations contained therein, and the Respondent's amendments to the original drawings. On the basis of this evidence, he formed an opinion as to Respondent's performance as an engineer on this project and prepared several letters on the subject dated July 6 and October 21, 1983, and January 30 and September 7, 1984, all of which constitute his opinion as to Respondent's performance. In substance he concluded that Respondent's engineering performance on this project was unsatisfactory showing basic negligence and lack of due care as well as a lack of understanding of the basic engineering requirements for the job. In his opinion, overall, the drawings lack sufficient detail. For example, they, (a) show no interior partitions (partitions were defined in an amendment to the drawing filed after the collapse); (b) show that while the southern wall has few openings, the north wall has many, (this is significant in that because of the lack of partitions, the walls must resist the winds playing upon them as vertical cantilevers); (c) show that the number 5 vertical bars in the fill cells are 12 feet apart, (to serve as reinforced masonry, they should be 4 but no more than 8 feet apart depending on the circumstances); (d) reflect a ceiling height of 14 feet whereas later drawings show a difference in elevation; (e) show that the tie beam is to be constituted of inverted masonry U-beam 16 inches deep filled with concrete and reinforcing steel without providing for any obvious way to insert the concrete within the beam; (f) failed to show with detail the strap makeup or method of connection for the hurricane straps to be used to hold down the roof trusses to the walls, (the drawings show that the strap is to loop over the truss and if the straps do not do so, the connection is weak); (g) reflect that the door height at the openings on the north and south side doors are different than the tie beam height but there is no showing of how the weight of the roof is to be distributed over the door head only 8 inches below the tie-beam (this could contribute to the collapse of the building); and (h) failed to show drawings of trusses by the Respondent. In this regard, the truss company's drawings and specifications are insufficient. Since the Respondent's drawings do not define with particularity how the trusses are to be constructed, the truss fabricator must make assumptions as to the stress and load to be applied. With regard to the pre-engineered and pre-manufactured roof trusses, Mr. Power is of the opinion that the designer, Respondent, should have: (1) stated his criteria for the design of the truss (Respondent did not do this); (2) stated the qualifications of the designer (Respondent did not do this); (3) submitted clear instructions regarding his design (Respondent's are unclear and unsatisfactory). Mr. Power also indicates that in his experience, bracing for the trusses is installed at the building site and that only the basic truss is constructed at the truss company's plant. Respondent, on the other hand, contends that the practice in Brevard County is for the building designer, as here, to give the basic specifications needed for the truss, and thereafter, the truss designer, working for the truss company, designs and builds the complete truss for delivery to the site. If Mr. Power's position is to be believed, personal supervision of the designer would be required at the site once the basic truss was delivered. Here, however, Mr. Power operates out of Miami and Petitioner has failed to show that he is familiar with the trade practice in the area involved in this dispute. Respondent's position is somewhat supported by the fact that his plans contain a disclaimer of supervision and no issue was made that this is a forbidden or unaccepted practice. Consequently, it cannot be said that Respondent's design of the trusses in this case was faulty. Mr. Power also identified several "design deficiencies" in Respondent's work. Among these were that there was no requirement for the use of reinforced masonry which is different from concrete and that Respondent's drawings provided no details or standards for the mortar or grout, the substance used to fill the holes in concrete blocks which should have a minimum slump of 8 inches. (If one tried to fill these cells from the top of a 14 foot wall, it is most likely that the cell, the hole within the blocks, would not be filled.) Further, the formulae used by Respondent in his calculations are for solid materials in the walls -- not for cinder block which was the material called for here. On the basis of the above discrepancies, it appeared to Mr. Power that Respondent did not understand the difference between the requirements for construction with concrete block and those for construction with reinforced masonry. In addition, according to Mr. Power, the reinforcing walls inserted in the design by the Respondent after the collapse of the building are of materials not permitted by the SBC. Also the SBC requires that the ratio of length to width of roof diaphragm should be no more than 4. The purpose of this is to provide support to the top of the wall so as to resist loads placed upon it by the force of wind. Here, Respondent's design has not adequately provided this reinforcement, in Mr. Power's judgment, and the design does not meet the SBC requirement. The SBC also requires designs of buildings to be constructed in the Palm Bay area to be able to withstand 90 mph winds. Mr. Power's calculations based on Respondent's plans and drawings show it is questionable that a building built pursuant to Respondent's plans would sustain 90 mph winds. The fact that the chances are only one in fifty that in any given year winds of this speed would be reached is immaterial. As to the filling of the holes (cells) in the concrete block, Mr. Power contends that it is a good practice to show in the drawing a breakout in the block at the bottom of the wall so that the builder can see that the concrete has in fact gone all the way down to the bottom as it should. Here, however, the building code does not require this to be done. Again, considering the Respondent's use of cement instead of grout to fill the cells, the Respondent followed county practice and the SBC does not specifically require the use of grout. Nonetheless, Mr. Power is of the opinion that even though Respondent's drawings indicated that he would not inspect at the site, it was unreasonable for Respondent to expect the cells to be filled since it is well known that many contractors do not inspect to insure that the cells are filled as called for. Mr. Power is also of the opinion that the lintels as described in one of the amendments to the basic drawings, though permissible for use, are inadequate to handle the indicated roof load and the drawings prepared by Respondent did not show the lintel capacity. Mr. Power contends that the SBC requires drawings to show sufficient detail to indicate the intent of the designer to allow the contractor using the drawings to conform to code standards. Admittedly, this is subjective criteria, not an objective one, as to what constitutes sufficient detail. The amendments added to the original designs helped somewhat to correct the deficiencies, but do not make them adequate. Taken as a whole, the drawings are not adequate, in the opinion of Mr. Power, to comply with the SBC. They are not adequate to pass on the designer's intent to the contractor and they are not adequate to show the designer's understanding of design elements. These errors and deficiencies described above are, in the opinion of Mr. Power, significant and not minor. Based on his analysis of the overall drawings and situation, he concluded that Respondent has not demonstrated his capability to handle this particular task which, in the opinion of Mr. power, is relatively simple. Respondent's drawings and the other documents pertinent to the project in issue here including calculations, correspondence, photos, and the investigative report, were also reviewed by Ernest C. Driver, a Florida licensed consultant engineer operating in Cairo, Georgia. Mr. Driver also reviewed Mr. Power's reports and is in complete agreement with his conclusions. He did some calculations on his own and on the basis of them, formed an opinion of Respondent's performance as an engineer on this project. He found that the reinforcing of the cinder block cells on the walls were too widely spaced at 12 foot centers instead of 4 to 8 foot centers. In addition, he did not agree with the engineering conclusions drawn by the Respondent. The calculations performed by Respondent were, in his opinion, improper and as a result, the design is over-stressed by approximately 215 percent. This came about, apparently, because Respondent designed a wall as though there were no doors in it. In addition, the way the tie beam is designed, it is impossible to get the reinforcing concrete into the "U." Further, the hurricane straps required to affix the roof trusses to the tie beam cannot be attached to the beam itself. Also, the design called for concrete block to be installed above the doors. This procedure placed as much as four times the load the lintel should carry. Mr. Driver also found that the diaphragm used by Respondent was of gypsum board which, in his opinion, is not a proper material for diaphragms. Also, according to Mr. Driver's interpretation of Respondent's plan, there is no way that the wind shear force applied to the diaphragm can be transmitted to the side wall and thence down to the earth. This is a definite deficiency and Respondent's drawings and notes are not complete enough to allow a clear determination of what is required as to materials to be used and how the work should be accomplished. Other deficiencies are seen in that the drawings show a 230 foot long building without an expansion joint. In Mr. Driver's opinion, this is far too long for construction without such a joint. In addition, the 26 foot high end wall is not addressed in the design which has no indication of how the roof is to be attached to it. Mr. Driver concurs with Mr. Power's opinion regarding the insufficiency of the plans and specifications offered by Respondent for the roof trusses in that there is no framing plan nor are there specifications identified for the trusses. Shop drawings should have been provided instead of only a cut sheet. While this witness does not know what the current Brevard County practice regarding the design and construction of trusses is, he is convinced that it is as Respondent says it is, to wit: that they are completely fabricated at the shop and delivered completed for installation to the job site, this is a poor practice. Connected to the issue of roof trusses is that regarding the metal hurricane straps which Respondent indicated his plans called for. These metal straps, which can easily be bent by hand are, in the opinion of Mr. Driver, a poor method of affixing the trusses to the tie beam. There are too many things that can go wrong such as hinging, the lack of a firm seating for the strap in the concrete, the bending of the metal, and the pulling of the affixing nails through the holes in the strap thereby resulting in no grip. In addition to his dissatisfaction with the use of concrete to fill the cells in the cinder blocks, Mr. Driver also feels that the use of concrete to fill a continuous 14 foot cell is improper. In his opinion, the drawings should call for a solid block every 4 feet and for weep holes through which compaction can be noted periodically throughout that distance. All of this should be in the engineer's notes. The notes by Respondent do not identify these areas. Even though Respondent's notes called for the 14 feet to be filled, his plans failed to provide methods to insure that complete filling was accomplished. Examination of the pictures of the wall after the collapse reveals that complete filling was not accomplished and this failure on the part of Respondent to provide a reasonably foolproof method of insuring complete compaction cannot be excused and responsibility shifted to the contractor by the mere statement by Respondent on the plans that he would not inspect. Engineering practice is made up of judgment as well as the specific formulae which can be obtained from engineering textbooks. There are assumptions which may be made -- some good and some bad. In the opinion of Mr. Driver, the defects described above indicate that Respondent's assumptions were bad. As a result, his judgment was bad. He feels that, in light of all the evidence, Respondent was negligent, failed to use due care, failed to conform to accepted engineering principles, failed to accomplish drawings sufficiently detailed to instruct the contractor as to exactly what needed to he done, and failed to provide drawings which, if followed exactly as presented, would by themselves, enable a builder to construct a safe structure. Here, based on the drawings prepared and submitted by Respondent, a builder would have to demonstrate a high and exceptional degree of expertise in order to fill in the omitted details required to make the building safe. Acceptable drawing standards are not defined with specificity in the SBC. Much is subjective rather than objective. For example, nothing in the SBC prohibits the use of gypsum board as a horizontal diaphragm, but, in the opinion of Mr. Driver, it is not common practice to use it for such. This goes to the question of judgment. In any event, the code may be erroneous in some particulars and not all answers are contained in it. It is for this reason that the law requires the use of a licensed engineer whose judgment fills in the gaps left by the code. Here all the defects identified in Respondent's drawings are within the province of an engineer. These are the items an engineer is needed for to accomplish. Here, in the opinion of Mr. Driver, there are too many defects and Respondent's work does not conform to any of the standards used in the engineering community as to schooling, information gained from working with other engineers, or the witness's personal experience. In rebuttal to the above, Respondent presented no experts of his own, but testified as to his disagreement with the analyses of Petitioner's experts. The testimony by Mr. Power and Mr. Driver is found to be accurate and descriptive of the defects in Respondent's performance. There are a few exceptions such as where local Brevard County practice differs from the experience of these experts, however, taken as a whole, the evidence clearly indicates Respondent's shortcomings for the most part. The testimony of the experts has established a series of defects in Respondent's performance which he has failed to satisfactorily rebut.
Recommendation Based on the foregoing Findings Of Fact and Conclusions of Law, it is, therefore: RECOMMENDED that Respondent, RAYMOND HIRST, be placed on probation for one year, that he be reprimanded, and that he pay an administrative fine of $500.00. RECOMMENDED this 19th day of February, 1985 in Tallahassee, Florida. ARNOLD H. POLLOCK Hearing Officer Division of Administrative Hearings The Oakland Building 2009 Apalachee Parkway Tallahassee, Florida 32399-1550 (904) 488-9675 FILED with the Clerk of the Division of Administrative Hearings this 19th day of February, 1985. COPIES FURNISHED: Carol L. Gregg, Esquire Department of Professional Regulation 130 North Monroe Street Tallahassee, Florida 32301 Mr. Raymond Hirst 379 Franklyn Avenue Indiatlantic, Florida 32903 Fred Roche, Secretary Department of Professional Regulation 130 North Monroe Street Tallahassee, Florida 32301 Allen R. Smith, Jr. Board of professional Engineers Department of Professional Regulation 130 North Monroe Street Tallahassee, Florida 32301
Findings Of Fact The Petitioner, Albert Poza, applied for licensure by examination to practice architecture in the state of Florida. The architectural licensure examination administered by the Respondent consists of two portions, the written examination given in December of each year and the site planning and design portion administered in June of each year. The Petitioner has complied with all requirements for admittance to the subject examination. The Petitioner sat for a twelve hour examination consisting of a drafting or sketching problem concerning which he was required to design a particular type of building to be accommodated to a particular site, taking into consideration numerous design and site considerations such as human traffic flow, parking, access to all floors, heating and cooling, including natural heating and lighting and numerous other aesthetic, engineering and legal requirements. The examination is administered by the office of Examination Services of the Department of Professional Regulation and is supplied to the state of Florida as well as to all other jurisdictions in the United States by the National Counsel of Architectural Registration Boards (NCARB) . Pursuant to the authority delineated below, this examination has been adopted for use by Florida applicants for licensure. The examination itself is so constituted as to require the applicant for licensure, the Petitioner, to design a structure for placement on a particular site, including mandatory requirements for accommodating the structure to the site, and vice versa, detailed design of elevations, building cross-sections, facades, and floor plans, as well as effective use of natural light and solar heating potential, regard for the physical and aesthetic needs of the building's occupants, its impact on the environment of the site and its locality and numerous other criteria. Prior to sitting for the examination, each applicant, including the Petitioner, receives a pre-examination booklet setting forth the architectural program to be accomplished by the applicant and various requirements to which the Petitioner is expected to apply himself in order to receive a passing grade. Immediately prior to commencing the examination itself, the Petitioner received other information designed to enable him to more adequately design the structure requested and perform the necessary technical and architectural requirements of the problem. In general, the examination was designed to require the Petitioner to design a solution to the site plan and the building design problems submitted to him by NCARB. The pertinent portion of the examination thus allows the examination graders, and through them, the Florida Board of Architecture, to determine whether an applicant such as the Petitioner is able to coordinate the various structural design, technical, aesthetic, energy and legal requirements in order to resolve the design and site plan problem after having been tested on these same requirements in written form in the initial portion of the examination administered in December of each year. The grading of the site and design portion of the examination was accomplished by submission of the Petitioner's work product to at least three architects selected by the various architectural registration boards of some twenty states. These graders are given training by the NCARB in order to standardize their conceptions of minimal competence required for achievement of a satisfactory grade on the examination. Each architect grader is then asked to review and score various solutions to the site and design problem submitted by applicants, including the Petitioner, on a blind grading basis. The grader has no knowledge of the name or state of origin of the applicant whose solution he is grading. The grader is instructed to take into consideration the various criteria set forth in Rule 21B-14.03, Florida Administrative Code, and the evaluation criteria set forth in the grading sheet. The graders are instructed to note areas of strength and of weakness in an applicant's solution with regard to the grading criteria and then determine, based on an overall conception of the solution submitted by the applicant, whether or not a passing grade is warranted. A passing grade is defined as a holistic grade of three or four as set forth in Rule 21B-14.04, Florida Administrative Code. The applicant must receive at least two passing grades from the three architect graders who independently grade his solution to the problem in order to pass the relevant portion of the exam. The Petitioner herein received two "2's", which are failing grades and one "3", which is a passing grade. The Petitioner demonstrated an effort to comply with the instructions set forth in the examination, as well as the pre- examination booklet. He failed, however, to achieve sufficient clarity of presentation in several material areas such that the graders could make a clear determination that he understood and had complied with sufficient of the mandatory criteria to achieve passage of the examination. As established by Herbert Coons, Executive Director of the Florida Board of Architecture, and Glenn Paulsen, Professor of Architecture at the University of Michigan, both graders of the Petitioner's examination and the Respondent's expert witnesses, the Petitioner failed to supply sufficient information to permit a passing score to be awarded based upon the criteria required to be considered and complied with in the examination program and by the authority cited below. The Petitioner's examination was deficient in a number of material respects. The Petitioner violated the setback requirements as to the side entrance of the building in question with the result that significant alterations of the off-site and publicly owned sidewalks and easements would be required in order to effect his design solution. It is not good architectural practice, when asked to design a structure, to use land which is not part of the land owned by the client requesting the design. The examination program also specifically required that the candidate either maximize the floor space in the building by eliminating some amenities or if determining to insert amenities such as atria, balconies, large interior spaces and so forth, that these be provided in such a way to make the structure a luxury-type office building. In effect, the owner's goals in this design problem sought either a functional building with maximum floor space or a luxury building with minimal floor space, but with significant cultural amenities. In his solution, the Petitioner did not meet either of those two goals, since he included minimal floor space and yet an insufficient number of luxury features required by the program as an alternative. Other significantly deficient areas in the Petitioner's examination solution included his failure to visually relate the building's design to adjacent buildings. That is, he ignored the instructions in the program requiring him to design a building in an area of historical significance with an appearance which is compatible with adjacent historical buildings; pictures of adjacent buildings being furnished in his examination booklet. The Petitioner failed to allow adequate room in the mechanical equipment space for heating and air conditioning equipment, which the size and type building would require. Additionally Witness Coons established, by scaling the Petitioner's design solution, that the building was too large for the site on which it was to be constructed. Portions of it would encroach upon public property and violate local zoning ordinances. In a more serious vein, it was established that the building design did not contain an adequate allowance for structural support as to the various spans over the columns. The column spacing was appropriate, but the beams depicted are not of a sufficient size and type to safely support the structure and there is a danger that a building so constructed would collapse. Additional deficiencies noted involved poor human traffic circulation in the third floor lobby area design, insufficient storage space included in the design for the third floor lecture room and inadequate provision for landscaping. Other less significant deficiencies were noted including, as admitted by the Petitioner that the square footage on the upper floors was in error. In short, significant program requirements were not provided for or complied with by the Petitioner. In view of the above determined deficiencies, the Petitioner failed to establish that his solution to the site and design problem posed by the examination reflects sufficient and appropriate consideration of the requirements and criteria he was instructed to address.
Recommendation Having considered the foregoing findings of fact and conclusions of law, the evidence in the record, the candor and demeanor of the witnesses, and the pleadings and arguments of the parties, it is, therefore
The Issue The issue presented for decision herein is whether or not the Petitioner is eligible to sit for the Professional Engineers examination.
Findings Of Fact Based upon my observation of the witnesses and their demeanor while testifying, documentary evidence received and the entire record compiled herein, I hereby make the following relevant findings of fact. On December 12, 1983, Petitioner, Craig S. Smith, made application to the Florida Board of Professional Engineers to sit for the April, 1984 professional engineering examination. Respondent, Board of Professional Engineers, reviewed Petitioner's application in their meeting on February 19, 1984 and denied his reguest to sit for the April, 1984 examination. The basis for the denial was that Petitioner failed to qualify under the ten-year provision which requires ten years of experience in engineering pursuant to Chapter 471, Florida Statutes, and Rule chapter 21H, Florida Administrative Code. The Board determined that Petitioner did not satisfy the requisite experience in the areas of engineering, responsible charge and engineering design. Specifically, Respondent determined that Petitioner had 82 months of creditable service toward the 120 month requirement and no experience in the area of engineering design. Petitioner's application reveals that he was employed by Florida Testing and Engineering, Inc., 6784 Northwest 17 Avenue, Ft. Lauderdale, Florida from May, 1971 to May, 1973 in the position of a driller crew chief. His professional duties during that period include the following: subsurface investigations for foundation design; securing and classifying subsurface samples in accordance with standard procedures of ASTM and AASHTO; overall responsibility for drilling operations and sampling equipment (standard penetration tests using either split barrel sampler, shelby tube, hollow stem flight auger, steel casing, drilling mud and rock coring, when required). From May, 1973 to January, 1979, Petitioner was employed by the same employer but held the position of laboratory and field engineering technician. His specific job duties include various construction sampling, testing and inspection as follows: ASPHALT asphaltic design mixes conforming to Florida Department of Transportation and FAA criteria; quantitative extraction of bitumen from bitumen paving mixtures; bulk specific gravity of compacted bituminious mixtures; compressive strength of bituminious mixtures; sampling bituminious paving mixtures; sampling bituminious materials; (o) bituminious mixing plant inspections; coating and stripping of bitumen-aggregate; determining degree of particle coating of bituminous-aggregate mixtures: maximum specific gravity of bituminous paving mixtures; specific gravity of solid pitch and asphalt displacement; determining degree of pavement compaction of bituminous paving mixtures; resistance to plastic flow of bituminous mixtures using marshall apparatus; resistance to deformation and cohesion of bituminous mixtures by means of hveem apparatus. CONCRETE compressive strength of cylindrical concrete specimens; making and curing concrete compressive and flexural strength specimens in the field and laboratory; obtaining and testing drilled cores and sawed beams of concrete; flexural strength of concrete (using simple beam with third point loading); slump of Portland cement concrete; weight per cubic foot, yield, and air content (gravimetric) of concrete; (q) sampling fresh concrete; measuring length of drilled concrete cores; air content of freshly mixed concrete by the pressure method; securing, preparing and testing specimens of lightweight insulating concrete; air content of freshly mixed concrete by the volumetric method; checking approximate strength of hardened concrete by the Swiss hammer method; cement content of hardened Portland cement concrete; specific gravity, absorption and voids in hardened concrete; inspection and testing agencies for concrete materials as used in construction. SOILS investigating and sampling soils and rocks for engineering purposes; dry preparation of disturbed soil and soil aggregate samples for test; particle size analysis of soils; determining the liquid limit of soils; determining the plastic limit and plasticity index of soils; determining the field moisture equivalent of soils; moisture-density relations of soils using a 5.5 lb. rammer and a 12 in. drop; specific gravity of soils; moisture-density relations of soil-cement mixture; cement content of soil cement mixture; wet preparation of disturbed soil samples for test; moisture-density relations of soils using a 10 lb. rammer and an 18 in. drop; density of soil in place by the sand-cone method; the California bearing ratio, the line-rock bearing ratio; unconfined compressive strength of cohesive soil; permeability of granular soils (constant head) one-dimensional consolidation properties of soils; repetitive and nonrepetitive static plate load tests of soils and flexible pavement components, for use in evaluation and design of airport and highway pavements; determination of moisture in soils by means of a calcium carbide gas pressure moisture tester; bearing capacity of soil for static load on spread footings; density and moisture content of soil and soil- aggregate in-place by nuclear methods (shallow depth); classification of soils and soil aggregate mixtures for highway construction purposes; determining the Florida bearing ratio test (Florida Department of Transportation) determining the calcium carbonate content for base course materials (Florida Department of Transportation). AGGREGATES sampling stone, slag, gravel, sand, and stone block for use as highway materials; amount of material finer than 0.075 mm sieve in aggregate; unit weight of aggregate; voids in aggregate for concrete; organic impurities in sands for concrete; sieve analysis of fine and coarse aggregates; mechanical analysis of extracted aggregate; sieve analysis of mineral filler; specific gravity and absorption of fine aggregate; specific gravity and absorption of coarse aggregate; resistance to abrasion of small size coarse aggregate by use of the Los Angeles abrasion machine; soundness of aggregate by use of sodium sulfate or magnesium sulfate; clay lumps and friable particles in aggregates; lightweight pieces in aggregate; surface moisture in fine aggregate; reducing field samples of aggregate to testing size; total moisture content of aggregate by drying. MISCELLANEOUS percent of elongation, yield and tensile strength of steel members; compressive strength of hollow load bearing masonry units; inspection tests, including the inspection of pressure grout to insure proper distribution for foundation design; inspection and testing agencies for reinforced concrete culvert, storm drain and sewer pipe as used in construction; inspection and testing amenies for precast and prestress oiling members; From January of 1979 through January of 1982, Respondent held the position of supervisor for the same employer, Florida Testing and Engineering, Inc. During that period, he was in charge or was otherwise overall responsible for field and laboratory operations, prepared engineering reports, analyses, recommendations and design for various construction projects; Fort Lauderdale-Hollywood International Airport-Resurface Requisition No. 14905 and No. 29019 Fort Lauderdale-Hollywood International Airport- ADAP No. 06-12-0025-10 R/W and T/W Improvements and Resurfacing Fort Lauderdale-Hollywood International Airport - ADAP No. 06-12-0025-11 R/W and T/W Improvements and Resurfacing Key West International Airport - ADAP No. 06-12-0037-08 Fort Lauderdale Executive Airport Project No. 7155 City of Fort Lauderdale Parking Garage Project No. 7071 City of Fort Lauderdale 5 Ash Waste Water Treatment Plant Project No. 7642 From January of 1982 to the present time, Respondent formed his own company and holds the position as President of that firm (Eastcoast Testing and Engineering, Inc., 430 Northwest Flagler Drive, Fort Lauderdale, Florida 33301). Respondent is responsible for all phases of construction materials, testing, analysis, inspections, evaluations, quality control and quality assurance. The laboratory personnel and facilities of Eastcoast Testing and Engineering, Inc. has been inspected by the Cement and Concrete Reference Laboratory at the National Bureau of Standards. It is accredited by the Department of Commerce, National Voluntary Laboratory Accreditation Program for selected test methods of freshly mixed field concrete. Eastcoast was awarded the annual testing contract for the City of Fort Lauderdale during its first year of operation. During his tenure as an employee of Florida Testing and Engineering, Inc., Petitioner planned and implemented testing programs for the purpose of developing design criteria; implemented investigation and testing programs for the purpose of determining the cause of failures; prepared reports documenting material test data; and assisted in the preparation of reports for engineering evaluation under the guidance of a professional engineer. (See Petitioner's Exhibit No. 1.) For Petitioner's experience at Florida Testing during the period 1971 to 1973, Respondent determined that "zero time" was credited for that experience based on the Board's determination that Petitioner's work was more a "technician's job than engineering-related job." (Testimony of Board member William B. Bradley, Tr. page 16.) For Petitioner's experience during the period Nay, 1973 to January, 1979, Respondent allotted fifty percent or 34 of the 68 months experience that Petitioner served in that position. The Board determined that the "in-house testing" would have a lot more association with normal engineering procedures than Petitioner's earlier work. (Tr. 17.) The Board considered the technical testing and reporting thereof that took place in the laboratories was more responsible for engineering and, therefore, creditable as opposed to Petitioner's field work. (Tr. 17-18.) Again, for the period 1979 through 1992, Respondent gave Petitioner 59 percent credit for a total of 18 months of the 3 years in question. For the period 1979 through 1982, the Board determined that Petitioner was not essentially doing anything different but, rather, that he was "in charge of people now; he is preparing engineering reports here which I assume Mr. Winterholler signed." For that service, Petitioner was given credit for 18 of those 36 months. From the period of January, 1982 to the present time, the Board gave Petitioner 199 percent credit because, as President of his own firm, he would be more involved and would have more responsibility for the actions of his testing laboratory and, therefore, entitled to full credit for that time. (Testimony of Bradley at Tr. page 21.) Finally, Mr. Bradley determined that be saw no design engineering in the Petitioner's submissions because designing is "actually putting onto paper what's going to be there." (Tr. page 29.)
Recommendation Based on the foregoing Findings of Fact and Conclusions of Law, it is recommended that the Board of Professional Engineers enter a Final Order finding Petitioner eligible to sit for the next regularly scheduled Professional Engineers examination based on his compliance with the ten (10) year requirement of Subsection 471.013(1)(a)3., Florida Statutes. DONE and ORDERED this 30th day of October, 1984, in Tallahassee, Florida. JAMES E. BRADWELL Hearing Officer The Oakland Building 2009 Apalachee Parkway Tallahassee, Florida 32301 (904)488-9675 FILED with the Clerk of the Division of Administrative Hearings this 31st day of October, 1984.
The Issue The sole issue in this cause is whether the Petitioner should have received a passing grade on the design and site planning portion of the National Architectural Examination, which he took in June, 1982. Both parties submitted post hearing proposed findings of fact in the form of a proposed recommended order. To the extent the proposed findings of fact have not been included in the factual findings in this order, they are specifically rejected as being irrelevant, not being based upon the most credible evidence, or not being a finding of fact.
Findings Of Fact The Petitioner, Daniel T. Canavan, is an applicant for licensure by examination to practice architecture in Florida. The architectural examination in Florida is administered in two parts: a written examination given in December of each year, and the design and site planning examination given in June of each year. Canavan met all requirements for admittance to the licensure examination. Canavan took the design and site planning portion of the National Architectural Examination in June, 1982. This examination consisted of various design and site problems to be resolved in drawings to be completed within 12 hours. The examination is administered by the Office of Examination Services of the Department of Professional Regulation. The examination is prepared and supplied to the Office of Examination Services by the National Council of Architectural Registration Boards (NCARB). The design and site planning portion of the examination for June of 1982 required the design of a small airport terminal by the applicant to include drawings of the structure on the site, exterior elevations, interior floor plans and cross-sections of the building interior. Canavan, together with the other applicants, was supplied information and a preexamination booklet setting forth generally the architectural program to be accomplished and the various requirements which the applicants would be expected to sketch. At the time of the examination, other information was supplied to the applicants to enable them to more adequately design the structure requested and meet the necessary architectural requirements. The examination of the Petitioner, together with the examinations of the applicants from some 20 states using the NCARB standardized examination, were graded at one time by graders of the NCARB. Each state participating in the examination process provides at least two qualified architects to function as graders. These graders are given specific training by NCARB to standardize their grading approach to the examination. The examinations of all the applicants are divided among the various graders on a blind grading basis in such a manner that the grader has no knowledge of the name or state of origin of the applicant whose examination he is grading. Graders look at the applicant's overall plan to determine whether the applicant has met or failed to meet the requirements. The grader makes notations of specific areas of weakness based upon the grading criteria and based upon the overall conception of the applicant's submission. Each examination is graded by a minimum of two graders, who grade the examination independently. If the examination receives a failing grade from each of the independent graders, it is graded by a third grader. The Petitioner's examination was graded in accordance with the above process and received a failing grade, indicating that it was graded by three independent graders. The Petitioner was notified of his failure to pass the examination and given notice of his right to a formal hearing. Jeff Hoxie, who was one of the graders on the June 1982 examination and who is an experienced architect licensed in the State of Florida, reviewed the Petitioner's examination in the manner that it would have been assessed by the graders, explaining the process generally and explaining the specific deficiencies which he noted. He used the original grader's comments regarding the deficiencies noted as a point of departure to explain his assessment of the Petitioner's examination. The Petitioner failed to follow specific examination requirements as to the required sizes of specific floor areas, failed to follow building code requirements in his design of the kitchen and restaurant, and failed to properly draw the sketch required of the structural and mechanical elements of the building. While there were other areas of weakness noted, Mr. Hoxie stated that the major failures listed above would justify a failing grade. Petitioner's testimony revealed that he had made a mistake in sketching one plan, and that, because of this mistake and the corrections which Petitioner made, he ran out of time, which resulted in the specific failings noted by the three graders at the national level and confirmed by Mr. Hoxie.
Recommendation Based on the foregoing Findings of Fact and Conclusions of Law, the Hearing Officer recommends that the Board of Architecture of the State of Florida fail the Petitioner, Daniel T. Canavan, on the design and site planning portion of the National Architectural Examination taken by Canavan in June, 1982. DONE and RECOMMENDED this 11th day of April, 1983, in Tallahassee, Leon County, Florida. STEPHEN F. DEAN, Hearing Officer Division of Administrative Hearings The Oakland Building 2009 Apalachee Parkway Tallahassee, Florida 32301 (904) 488-9675 Filed with the Clerk of the Division of Administrative Hearings this 11th day of April, 1983. COPIES FURNISHED: Mr. Daniel T. Canavan 814 Avenida Hermosa West Palm Beach, Florida 33405 John J. Rimes, III, Esquire Department of Legal Affairs The Capitol, Suite 1601 Tallahassee, Florida 32301 Frederick Roche, Secretary Department of Professional Regulation 130 North Monroe Street Tallahassee, Florida 32301 Herbert Coons, Executive Director Board of Architecture 130 North Monroe Street Tallahassee, Florida 32301
