What Is Building Enclosure Classification?

Building enclosure classification determines how wind loads interact with a building. ASCE/SEI 7 categorizes structures into four types based on the size and location of their openings (doors and windows). This classification significantly influences internal pressure coefficients, which are used to calculate total wind loads during structural design.

The Four Main Types of Enclosures

A. Enclosed Buildings

These buildings have tightly controlled openings:

• Openings are less than 1% of the wall area or less than 4 sq. ft.
• Internal pressure coefficient: ±0.18

B. Open Buildings

Designed to allow free wind flow:

• 80% or more of each wall consists of openings
• Internal pressure coefficient: 0.00

C. Partially Enclosed Buildings

One wall has significantly more openings than the others:

• Openings exceed those in all other walls + roof by at least 10%
• Also exceed 1% or 4 sq. ft. of wall area
• Internal pressure coefficient: ±0.55

D. Partially Open Buildings

These don’t fit into the above categories:

• May have dispersed openings across multiple walls
• Internal pressure coefficient: ±0.18

Why is there a differentation between partially enclosed and partially open buildings?

While it might seem counter-logical, for the purpose of determining wind pressures as outlined by ASCE/SEI 7, partially enclosed and partially open buildings are separate classifications.

Is there an easier way to determine enclosure classifications? The above definitions seem a bit convoluted.

Fortunately, there is! Simply use the calculator we have on our website to determine the enclosure classifications of your building in a matter of seconds.

Building Enclosure Classifications

Why are enclosure classifications important?

The type of enclosure directly determines the “internal pressure coefficient” of a building, which may be understood as the reaction of a building to the external wind pressure, that causes an amplification in the total wind pressure. It might make sense to think of enclosure classifications in terms of the wind pressure amplification effect that they create.

Enclosed buildings

As seen in the diagram below, enclosed buildings may be thought of as buildings with small openings, because of which there is a small ingress or egress of wind that causes a moderate amplification of external pressure. Enclosed buildings have an internal pressure coefficient of ±0.18.

Open buildings

As seen in the diagram below, open buildings have practically no obstruction of wind due to walls. However, free flow of wind does cause an increase in the uplift due to wind. Open buildings have an internal pressure coefficient of 0.00.

Partially enclosed buildings

As seen in the diagram below, partially enclosed buildings may be thought of as buildings with large openings concentrated on one wall, because of which there is a large ingress or egress of wind that causes a high amplification of external pressure. Partially enclosed buildings have an internal pressure coefficient of ±0.55.

Partially open buildings

As seen in the diagram below, partially open buildings may be thought of as buildings with large openings distributed over multiple walls, because of which there is a relatively balanced ingress and egress of wind that causes a moderate amplification of external pressure. Partially open buildings have an internal pressure coefficient of ±0.18.

How can this information help with structural design?

Opening sizes and locations directly affect the total wind pressure. In most US states, wind is the controlling lateral force in structural design. It directly affects, among other things:

• Roof truss design
• External wall design (size and reinforcement of CMU walls, size and stud spacing of wood-framed walls)
• Foundation size and reinforcement (due to lateral and uplift effects)

For example, consider a sample commercial building (plan shown below).

Based on the provided opening sizes and locations, we can determine that the building is “partially enclosed”.

For such a building, the external wall pressure is approximately 64 psf, which would necessitate an external 8” CMU wall with #5 vertical rebars at 48” O.C. (See notes for calculations)

However, if we were to add another door to wall 4 of the building, that would change the enclosure classification to “partially open”.

For such a building, the external wall pressure is approximately 49 PSF, which would necessitate an external 8” CMU wall with #5 vertical rebars at 64” O.C. (see notes for calculations), reducing the amount of rebar required by 25%.

As is clearly apparent, the enclosure classification of a structure can be changed by varying the opening sizes, locations or quantities, in away that minimizes the wind pressure on the building and provides a structurally adequate yet economically feasible design.

At the same time, engineers, contractors, and homeowners must be careful about adding, removing or moving doors or windows in a building, so as to avoid the possibility of changing the enclosure classification and inadvertently amplifying the pressures more than what the building was designed for.

At Florida Engineering LLC, we ensure your structure meets all code requirements while optimizing cost. Our team uses advanced calculations, real-world experience, and the latest standards to deliver structurally sound and financially smart solutions.

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1. Why Does My Structure Need a Foundation?

The foundation of any structure is critical for transferring loads from the superstructure down to the soil or subgrade. It ensures stability, helping to prevent structural issues such as settling, overturning, sliding, or uplift, all of which can lead to serious strength and serviceability concerns, such as member failure, cracks, and excessive deflection.

Without the correct type and size of foundation, the building may experience adverse effects that compromise its integrity and longevity. Shallow foundations, which have depths that do not exceed their width, are specifically engineered to distribute loads over a larger area, reducing the risk of sinking or instability.

2. How to Determine the Right Type of Foundation for Your Project

Selecting the appropriate foundation involves analyzing several factors unique to the project site. Key considerations include:

• Loads on the Structure: The foundation must be capable of supporting the structure’s dead, live, and environmental loads.
• Location: Proximity to coastlines, soil conditions, and climate considerations (e.g., wind loads) are important.
• Soil Condition: Soil bearing capacity, composition, and depth are crucial in determining foundation type.
• Adjacent Structures: The presence of nearby buildings or underground utilities impacts foundation design.
• Drainage and Grading: Effective drainage reduces moisture accumulation, which can otherwise weaken soil stability.

An engineer will evaluate these factors, often with the aid of soil reports, surveys, and construction plans, to design a foundation suitable for both the structural load and site conditions.

3. Determining the Correct Size for a Shallow Foundation

Shallow foundations (including isolated footings, slabs-on-grade, wall footers, mats, and rafts) must meet several basic requirements:

• Sufficient Width for Load Distribution: The foundation must be wide enough to prevent excessive settlement.
• Counteracting Uplift: The foundation should be heavy enough to resist uplift forces caused by wind or seismic activity. As specified in Section 1605.1.1 of the Building Code, a factor of 0.6 is applied to counter these effects.
• Resisting Lateral Forces: The weight and coverage of the foundation should be adequate to prevent lateral displacement caused by wind, floods, or other environmental forces.

4. Can I Replicate a Previous Foundation Design in a New Location?

Even if you’re building a replica of a previous structure, foundation requirements must be reevaluated. Factors like local wind speeds, soil bearing capacity, and seismic conditions vary by location, affecting foundation performance. Each structure must be specifically analyzed for the unique loads at the new site to ensure safety and compliance with local codes.

5. Does a Change in Building Use Affect the Foundation Design?

Yes, changing the building’s use impacts the foundation requirements. For instance, shifting from a storage facility to a residential structure increases the building’s risk category, necessitating stricter design standards. A residential building (Risk Category II) requires higher safety criteria for factors such as wind resistance compared to a storage structure (Risk Category I). Only a structural engineer can determine whether the original foundation meets the new load requirements.

6. Reusing or Rebuilding an Old Foundation for a New Structure

If you’re demolishing an old building and planning to construct a similar one in its place, the existing foundation must be reassessed. Older structures were likely designed under previous building codes, which may not meet current standards. The new structure must be designed according to the latest building code requirements, and reusing the foundation is only possible if it can adequately support the new loads.

7. Using Plain Concrete for Foundations

Plain concrete (concrete without necessary steel reinforcement) may be used in foundations under specific conditions outlined in ACI 318-19:

• Compliance with ACI Sections 14.1.3 & 14.1.4: These sections list the limited situations where plain concrete is permissible, including minimum size and reinforcement specifications.
• Sufficient Structural Analysis: The foundation must be confirmed to handle all anticipated loads without requiring additional steel reinforcement.

While plain concrete has limited applications, a qualified engineer can assess whether it is suitable for a particular foundation based on load and site conditions.

8. Do Slabs-On-Grade Require Extra Footers?

The need for additional footers in a slab-on-grade foundation depends on the distribution and magnitude of loads. Slabs typically have enough area to distribute vertical loads, but they are relatively thin and prone to cracking. Footers, located under walls or columns, concentrate load-bearing at specific points, reducing the risk of cracking. A detailed analysis of the slab’s cross-section and reinforcement is essential to make this determination.

9. Do Minor Structures Like Fences and Sheds Require Foundations?

Yes, minor structures (e.g., fences and tool sheds) generally require foundations to ensure stability. While these structures may not pose a direct risk to human life, their failure could lead to secondary hazards. For example, a fence without a foundation may become debris in high winds, posing risks to nearby structures. Exceptions may apply to certain lightweight fences, depending on their soil embedment and lateral support.

At Florida Engineering LLC, our team of highly qualified and experienced engineers specializes in the design and layout of different types of foundations, suitable for a wide range of structures, both host attached and freestanding. We endeavor to provide you with the most structurally sound and materially economical design. Reach out to support@fleng.com for a quote today.

References:

1. 2024 International Building Code
2. 2024 International Residential Code
3. 2023 Florida Building Code, Building (8th Edition)
4. 2023 Florida Building Code, Residential (8th Edition)
5. ACI 318-19: Building Code Requirements for Structural Concrete
6. ACI 360-10: Guide to Design of Slabs-On-Ground

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For example, consider a cubical footer supporting a gravity load of 10,000 pounds over a soil with low bearing capacity (1500 psf). 

The required size of the footer is √(10000 lbf /1500 psf) = 32” (approximately) 

However, for the same footer to support an uplift load of 10,000^b pounds, the size required would be as follows. 

Required volume of concrete to counter the uplift load = 10000 lbf / (0.6^a x 150 pcf) = 112 cubic feet 

Size of footer = (112 cu. ft)^1/3 = 58” (approximately) 

This represents about a 6X increase in the size of the foundation, which translates to 6 times the cost. 

Are there some other ways in which we can reduce the size of the foundation to ensure an adequate design for gravity as well as uplift, as well as an economic concrete usage? 

Provide Some Soil Cover Over the Footer

Lowering the foundation deeper into the soil ensures that the weight of the soil helps in resisting the uplift. 

In the above example, if we provide a 30” soil cover on top of the footing, the size can be reduced as follows. 

Assume size of footer = 52” 

Weight of soil cover = 0.6^a x 110 pcf x 30” x (52”)² = 3098 lbf 

Weight of concrete = 0.6^a x 150 pcf x (52”)³ = 7323 lbf 

Total weight resisting uplift = 10421 lbf, which is greater than the 10,000 lbf uplift, hence adequate. 

In the above example, by the simple method of lowering the footer 30” into soil, we have reduced its size from 58” to 52”, which may not sound like a lot, but represents almost a 30% reduction in the concrete. 

It must be noted that our primary uplift-countering mechanism is still the dead load (weight of the footer and soil) which is why this method shows a moderate difference. 

Controlling the Size, Number and Location of Openings

Openings, such as doors and windows, directly control the wind coming into and going out of an enclosure. In other words, openings help decide how much wind force acts on the structure and are a key element in the determination of uplift. 

Consider a 30’ x 60’ x 15’ building as shown below. Three out of the four walls of the building are exposed to wind. 

For each of the three walls, if the size of the openings is less than 4 sq. ft., they can be classified as “enclosed^c”. Enclosed buildings largely prohibit the egress of wind, so most of the uplift in such structures is due to the wind acting on the upper surface of the roof. 

However, if the area of openings in one of the walls is increased, so is the egress of wind into the structure. The structure is now classified as “Partially Enclosed^c”. Partially Enclosed structures have a much higher uplift (up to 3 times) than Enclosed structures, since they allow wind to enter and “balloon” up the structure, increasing the uplift on it. 

However, if we further increase the area of openings in some other wall of the building, the wind now has a clear path to enter and exit. The “ballooning effect” reduces and correspondingly, the uplift. Such structures as classified as “Partially Open” structures and the uplift experience by them is equal to the uplift experienced by Enclosed structures. 

Thus, while openings are primarily provided for accessibility, mobility, life safety and aesthetic purposes, an additional consideration must be given to their effect on the wind forces. 

Tie-Down Anchors to Supplement the Concrete Footer

In certain situations, it might be economical to utilize soil anchors to assist in resisting the uplift. These anchors are relatively inexpensive compared to the cost of bigger concrete footings and are easy to layout and install. 

If ideally designed, these anchors may be capable of resisting the entirety of the uplift, resulting in a highly economical footer size (based on gravity loads)^d. 

At Florida Engineering LLC, our team of highly qualified engineers are dedicated to making sure that the structural design you receive compliant with the applicable codes and laws, as well as most economically efficient for your needs. Reach out to support@fleng.com for a quote today. 

Notes: 

1. The weight that counters the effect of wind or earthquakes must be multiplied by a factor of 0.6, per Section 1605.1.1 of the Building Code. 

2. It must be noted that the uplift is not always equal to the gravity load. However, even in cases where uplift is less than the gravity load, it has more of an effect on the size of the foundation. The reason for this being that gravity loads are resisted by the surface area of the footer multiplied by a large number (soil bearing capacity) and uplift loads are resisted by the volume of the footer multiplied by a relatively smaller number (unit weight of concrete) and further reduced by a factor of 0.6. For the size of the footer to be the same in uplift and gravity situations (for the above example) the uplift would need to be 0.6 x 150 pcf x (32”)³ = 1700 lbf, which is incredibly rare. 

3. See ASCE/SEI 7, Chapter 26 for definitions of Enclosed, Partially Enclosed, and Partially Open Buildings. 

4. The design of helical/soil anchors to resist uplift is a complicated process. Care must be taken to ensure that they are installed per the manufacturer’s specifications. Additionally, the validity of such anchors for a site-specific application, as well as the design of the corresponding footer for any secondary forces (or eccentricity) generated must be verified by a Professional Engineer licensed in the applicable jurisdiction. 

5. It is a common misconception that “uplift” is the same as “upward wind load”. For the purposes of this article, “uplift” refers to the ASD load combination (from ASCE/SEI 7 Chapter 2) of dead, live, wind, earthquake, flood, and other loads acting on the superstructure, that provides the greatest “upward” value to be resisted by the “downward” weight of the footer. 

References: 

1. 2024 International Building Code 

2. ASCE 7-22 Minimum Design Loads on Buildings and Other Structures 

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Here are some of the important aspects that must be considered while designing buildings or other structures in flood-prone regions.

Accurate Determination of Flood Data

The primary parameters that dictate flood design are flood zones, base flood elevation and ground elevation.

FEMA P-2345 delineates it’s coastal and riverine flood zones as follows:

ASCE/SEI 7-22 defines base flood elevation (BFE) as the “elevation of flooding, including wave height, having a 1 percent chance of being equaled or exceeded in any given year.” In other words, BFE is considered to be height up to which flooding will occur^a.

Both the flood zone and base flood elevation can be determined using FEMA National Flood Hazard Layer (NHFL) Viewer: https://hazards-fema.maps.arcgis.com/apps/webappviewer/index.html or from the ASCE Hazard Tool: https://ascehazardtool.org/

The ASCE Hazard Tool also helps determine the ground elevation for a particular address^b.

Elevation Requirements

Per ASCE/SEI 24-14, buildings and structures in flood zones must be elevated to minimize the impact of flood on the structural design and safety.

The elevation to which a structure must be raised^d depends on the magnitude and location of the flood loads acting on it. ASCE/SEI 24-14 mandates the following minimum requirements.

ASCE/SEI 24-14 Table 1-1 defines the flood design class in a somewhat analogous way to Risk Categories defined by ASCE/SEI 7-22^d.

Type of Foundation

Elevation of a structure (as described in the previous section) may be achieved by means of sitework, raised foundation walls or pilings.

FEMA P-550 recommends the following types of foundation based on the coastal flood zones.

The enclosed areas that are thus created below the DFE due to foundation walls can only be used for parking of vehicles, building access, or storage. Additionally, such walls must either be dry-floodproofed or contain openings that allow the automatic entry and exit of floodwaters.

Special Flood Protection Features

Flood vents and openings

Adequately sized flood vents ensure minimum obstruction to the flow of floodwaters and help minimize the lateral and vertical forces due to the same.

Breakaway walls

Per ASCE/SEI 24-14, any walls that are subjected to flood loads and do not provide structural support to a building must be designed such that they collapse under the design flood loads (so as to not obstruct the flow of floodwater) in a way that does not damage the structure or the foundation.

Concrete slabs

In Coastal High Hazard Areas, Coastal A Zones, and other High Risk Flood Hazard Areas, concrete slabs underneath or adjacent to structures for parking, enclosure floors, landings, decks, walkways, patios, etc. must either be

1. Frangible: Independent of the primary structure foundation, designed to break away under flood conditions, or
2. Self-supporting structural slabs: Capable of resisting all flood loads without transferring any loads to the primary structure.

Adequate Structural Design

In addition to all the above aspects, it is vital that the structure and its foundation are adequately designed to resist the flood loads, in combination with other loads (self-weight, occupancy, wind, etc.) to the requirements of the building code, and the authority having jurisdiction.

Additionally, it is important that all effects of flood are considered in design, such as pooling of water, saturation of soil and consequent upthrust on building, flowing water, breaking waves, debris impact, etc. These considerations might require certain flood-resistant measures that are more stringent than the minimum requirements listed above, but that may ultimately be crucial in ensuring the safety of the building and its occupants

References:

1. https://www.nssl.noaa.gov/education
2. https://www.fema.gov
3. ASCE/SEI 7-22 Minimum Design Loads and Associated Criteria for Buildings and Other Structures, Supplement 2
4. ASCE/SEI 24-14 Flood Resistant Design and Construction
5. FEMA P-2345, April 2024
6. FEMA P-550, December 2009

Notes:

1. The elevation used for flood design is called the “design flood elevation (DFE)” and it is usually higher than the BFE. See ASCE/SEI 7-22, Supplement 2, Table 5.3-1.
2. The ground elevation provided by the ASCE Hazard Tool may not always be accurate, especially in the case of new construction where sitework is being done and must be verified by site measurements or an approved site plan.
3. ASCE/SEI 24-14 Table 2-1 refers to the minimum elevation of the “Top of Lowest Floor” whereas ASCE/SEI 24-14 Table 4-1 refers to the minimum elevation of the “Bottom of Lowest Horizontal Structural Member”.
4. Refer to our blog: https://flengineeringllc.com/risk-category-in-building-design/

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What are tornado loads? 

Tornado loads refer to the forces exerted on structures by the high winds and pressure changes associated with a tornado. These loads can include wind pressure on the building surfaces, debris impact, and changes in atmospheric pressure. 

Why does the building code need provisions for tornado loads? Don’t all structures have to be designed for hurricane level winds anyway? 

One of the differences between hurricanes and tornadoes is their region of formation. Typically, hurricanes develop over water; tornadoes develop over land. Hence, while an inland region might be less susceptible to hurricanes, tornadoes are much more likely to develop, and the structural design must consider that. 

Example: Consider the city of Liberal, Kansas. 

MRI (mean recurrence interval) is an indirect measure of the intensity of an event. The above chart has been developed using the data obtained from https://ascehazardtool.org/ for a Risk Category III structure in Liberal, KS, USA. 

From the above chart, it can be observed that a hurricane with an MRI of 10,000 years in Liberal, KS, has a wind speed of 131 mph. By comparison, a tornado with an MRI of 10,000 years in Liberal, KS, has a wind speed of 125 mph. Hence, logically, hurricanes would govern the structural design. 

However, a hurricane with an MRI of 100,000 years in Liberal, KS, has a wind speed of 149 mph. By comparison, a tornado with an MRI of 100,000 years in Liberal, KS, has a wind speed of 174 mph. In this case, tornadoes would govern the structural design. 

In summation: we must check for both the hurricane wind speed and the tornado wind speed, based on the MRI of each and the area under consideration, to decide which effect will govern the structural design. 

Which structures will the tornado design provisions affect? 

Per Sec 32.1.1 of ASCE/SEI 7-22, Sec 1609.5 of the 2024 IBC and Sec 1609.5 of the 2023 FBC, tornado design only applies to the design and construction of 

• Risk Category III (high occupancy) structures such as theaters, lecture halls and similar assembly structures, elementary schools, prisons, and small health-care facilities, etc. 

• Risk Category IV (essential facilities) structures such as hospitals, police stations, fire stations, emergency communication centers, and buildings with similar uses. 

Most low-risk structures (such as barns and screened enclosures) and moderate-risk structures (such as residences, small offices, storage spaces) are not affected by tornado design provisions in the building code. 

What areas are tornado-prone? How do I know if I am in a tornado-prone region? 

Summary: 

The inclusion of tornado loads in the 2023 FBC and 2024 IBC aims to ensure the structural integrity of buildings and minimize danger to human life. These stringent provisions are mainly directed at larger and more critical structures, while most residences, accessory structures, and small offices will remain unaffected by these changes.

By incorporating these new requirements, the Building Codes are taking a proactive approach to enhancing safety and resilience in the face of tornadoes.

At Florida Engineering LLC, our team of highly qualified engineers is experienced in designing structures to withstand tornado loads, ensuring their safety, structural integrity, and compliance with the latest building codes. Please contact orders@fleng.com for a quote and expert assistance with your project.

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What are the balcony inspection requirements for hotels in Florida?

In Florida, public lodging establishments that are three stories or more in height are required to undergo regular balcony inspections to ensure the safety and structural integrity of these structures. According to the Florida Statutes, Title XXXIII, Chapter 509, Section 509.2112, these establishments must file a certificate stating that all balconies, platforms, stairways, and railways have been inspected by a qualified professional and are deemed safe and free of defects​ (Florida Senate).

How often do balconies need to be inspected in Florida?

The law mandates that these inspections occur every three years. The initial inspection and filing of the certificate must have commenced by January 1, 1991, with subsequent inspections and filings required every three years thereafter​ (Florida Senate)​​.

What is the DBPR-HR-7020 form for balcony inspections?

The DBPR-HR-7020, also known as the “Certificate of Balcony Inspection,” is the form required by the Division of Hotels and Restaurants of the Department of Business and Professional Regulation (DBPR). This form must be completed by a licensed professional who certifies that the balconies and other elevated structures are safe and free of defects. The form can be accessed and downloaded here.

Who can perform balcony inspections in Florida?

Balcony inspections must be performed by a licensed professional engineer or architect who is qualified to assess the structural integrity of these components. The professional must be competent to conduct such inspections and provide an official certification of safety​ (MyFloridaLicense).

What happens if a hotel fails to file the required balcony inspection certificate in Florida?

Failure to file the required inspection certificate can result in administrative sanctions imposed by the Division of Hotels and Restaurants. These sanctions are governed by Section 509.261 of the Florida Statutes and may include fines, suspension, or revocation of the establishment’s license​ (Florida Senate)​.

Are there specific rules for inspecting balconies near the coastline in Florida?

While the general requirement is every three years, buildings within three miles of the coastline may be subject to more stringent inspection schedules due to increased exposure to environmental stressors such as saltwater corrosion. Local jurisdictions, such as Miami-Dade and Broward counties, have additional regulations for buildings within these areas to ensure enhanced safety​ (Miami Dade Gov)​​ (City of Pompano Beach)​.

What is included in a balcony inspection report for Florida lodging establishments?

A comprehensive balcony inspection report should include:

• A detailed assessment of the structural integrity of balconies, platforms, stairways, and railways.
• Identification of any defects or safety issues.
• Recommendations for repairs or maintenance if necessary.
• Certification by a licensed professional engineer or architect stating that the structures are safe for use.

How do I file a balcony inspection certificate with the Florida DBPR?

To file the certificate, complete the DBPR-HR-7020 form and submit it to the Division of Hotels and Restaurants. The form must also be filed with the applicable county or municipal authority responsible for building and zoning permits. The process involves both physical submission and, increasingly, online submission via the DBPR’s online services portal​ (MyFloridaLicense)​.

What are the penalties for not complying with balcony inspection laws in Florida?

Penalties for non-compliance can include fines, suspension of licenses, or even closure of the establishment until compliance is achieved. The Division of Hotels and Restaurants enforces these penalties to ensure public safety and adherence to building codes​ (Florida Senate)​​.

Where can I find the 2023 Florida Statutes on balcony inspections for public lodging establishments?

The 2023 Florida Statutes detailing the requirements for balcony inspections can be found under Title XXXIII, Chapter 509. Specifically, Section 509.2112 addresses the inspection rules for public lodging establishments three stories or more in height. The statutes are accessible online at the Florida Senate’s official website here.

Why Choose Florida Engineering for Your Balcony Inspections?

When you choose Florida Engineering to perform your balcony inspection, you can rest assured that you will be working with certified inspectors who have considerable experience with performing inspections that are in compliance with Florida State requirement DBPR-HR-7020, otherwise known as the “Division of Hotels and Restaurants Certificate of Balcony Inspection.”

Each balcony receives a thorough visual inspection that includes fasteners, railings, ledger boards, wall attachments, and decking. All stairwell railings are also inspected.

At the end of the inspection, the property owner receives a comprehensive report detailing how many units were inspected and how many deficiencies were noted. Each deficiency is described in the report so that the property owner can take steps to have it addressed.

Once repairs and updates are complete, the inspector will return to the property to ensure that all deficiencies have been resolved.

Contact Us – The Balcony Inspection Experts Near Me – Florida’s Balcony Inspection Experts

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This comprehensive guide aims to address all aspects of balcony inspections in Florida, ensuring that public lodging establishments adhere to safety standards and regulatory requirements. For expert inspection services, trust Florida Engineering to keep your structures safe and compliant.

[This above text is for information purposes only and does not constitute engineering or legal advice. Please consult a professional engineer and licensed attorney for any specific answers to your questions about balcony inspections and the legal obligations balcony inspections entail.]

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Understanding the New Septic System Regulations

On May 30, 2023, Florida took a significant step forward in environmental protection with Governor Ron DeSantis’s approval of HB1379. This legislation introduces critical amendments to the statutes related to Basin Management Action Plans (BMAPs), directly affecting septic system regulations in 57 counties throughout Florida. The law mandates that new construction permits for septic systems on lots of one acre or less in BMAP areas, as well as in Reasonable Assurance Plan (RAP) and Pollution Reduction Plan (PRP) areas, must now include Enhanced Nutrient Reduction Onsite Sewage Treatment and Disposal Systems (ENR-OSTDS).

These changes are designed to significantly reduce the nutrient load entering Florida’s waterways from septic systems, a crucial step in combating water pollution and protecting the state’s delicate aquatic ecosystems. For property owners and developers, this means navigating a new set of requirements that emphasize sustainability and environmental responsibility.

How Florida Engineering Can Help with the New Septic Regulations

At Florida Engineering, we specialize in adapting to regulatory changes with innovative and sustainable engineering solutions. Our team of experienced engineers and environmental experts is dedicated to ensuring that your septic system not only complies with the latest regulations but also contributes to the health and safety of Florida’s environment. Here’s how we can assist:

• Initial Site Evaluations: Our comprehensive site assessments consider the unique characteristics of your property to determine the most effective and sustainable septic solutions.
• Design and Implementation of ENR-OSTDS: We specialize in the design and implementation of Enhanced Nutrient Reduction Onsite Sewage Treatment and Disposal Systems, ensuring compliance with the new regulations while focusing on long-term sustainability.
• Ongoing Maintenance and Support: Beyond installation, we provide ongoing maintenance and support to ensure your septic system operates efficiently and continues to meet regulatory standards.

Navigating the New Landscape Together

The maps available on the FDEP website detail the areas affected by Basin Management Action Plans (BMAPs), including those requiring ENR-OSTDS under HB1379. By delineating the specific regions within the 57 counties where the new septic system regulations apply, these maps provide a clear visual guide for property owners, developers, environmental consultants, and regulatory bodies. Users can identify whether their properties or projects fall within BMAP, RAP, or PRP areas, thereby determining the necessity for ENR-OSTDS compliance.

Florida Engineering is here to navigate these changes with you. Our expertise in sustainable septic system design and implementation makes us your ideal partner in adapting to and thriving under the new regulations. Together, we can ensure that your property not only complies with Florida’s environmental laws but also contributes to the preservation and enhancement of our state’s natural beauty.

For more information on how we can assist with your septic system needs in light of the new regulations, contact us today. Let’s work together towards a more sustainable and environmentally responsible Florida.

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The determination of wind pressure on a structure depends on multiple factors such as: 

• The shape of the structure. 
• Structure dimensions: Length, width, and height. 
• Surrounding surface characteristics. 
• Elevation above sea level. 
• Abrupt changes in the general topography (such as hills, ridges, and escarpments) 
• Wind speed. 
• The opening ratio of the walls. 
• Location of the point at which pressure is to be determined. 

Exposure Category is the parameter that quantifies the effects that the surroundings (such as natural topography, vegetation, and constructed facilities) have on the wind pressure on a structure. 

Simply stated, Exposure Category tells us how “open” the surroundings of a structure are, and how it directly affects the wind pressure. 

The following example might help illustrate the effect under discussion. 

Everyone can agree that, in general, we experience a lot more wind along open fields, or along the coast as compared to say, the suburbs, or a town center. This experience may commonly lead to the conclusion that “wind speeds are higher at the coast”. This, however, is a fallacy. 

Figure 1609.3(1), 2023 Florida Building Code, Eighth Edition 

A look at the above wind map can clearly illustrate that the wind speed at an inland region may, in fact, be equal to the wind speed at coastal regions. What then, makes us experience this amplified effect of wind? 

The answer is: the surrounding characteristics. 

Open areas such as water surfaces, mud flats, salt flats and unbroken ice offer no obstruction to the wind. This enables the wind to ramp up before it interacts with the structure. 

On the other hand, urban and suburban areas, wooded areas, or other terrains with numerous closely spaced obstructions help ramp down the wind before it interacts with the structure. 

Hence, what we experience is not actually wind speed, but wind pressure, which may be different at different locations that share the same wind speed. 

How are structures classified based on Exposure Category? 

ASCE 7-22 and 2024 International Building Code provide a detailed description of Exposure Categories, based on Surface Roughness and building height. 

For structures less than 30 feet in height, the Exposure Categories may be simply understood as follows: 

Notes: 

1. Exposure C shall apply for all cases where Exposure B or D does not apply. 

2. The above table illustrates a simplified criterion applicable for structures under 30 feet in height. See ASCE 7-22 and the applicable Building Codes for details and exceptions. 

ASCE 7-22, Chapter 26 and Chapter C26 provide further detailed criteria for determining Exposure Categories. 

Figure C26.7-1. Upwind surface roughness conditions required for Exposure B. 

Figure C26.7-2. Upwind surface roughness conditions required for Exposure D, for the cases with (a) Surface Roughness D 

immediately upwind of the building, and (b) Surface Roughness B and/or C immediately upwind of the building. 

Simply put, Exposure B corresponds to low wind pressures, Exposure C corresponds to moderate wind pressures, and Exposure D corresponds to high wind pressures. 

What are some common tips and tricks that may be used to determine Exposure Categories? 

1. Determination of Exposure Categories is a complicated visual process. A Professional Engineer should be consulted so that the correct Exposure Category may be determined at the beginning of the design process. 

The following figure illustrates how to determine the Exposure Category for a structure less than 30 feet high. 

2. A common misconception is that if a structure is surrounded by other buildings or trees on all sides, it falls under Exposure B. Conversely, it is often assumed that if a structure is next to an open piece of land or a lake, it falls under Exposure D. 

It must be understood that the definitions of Exposure Categories include the minimum distance for which a surface roughness must prevail. 

In other words, for a structure (less than 30 feet high) to fall under Exposure B, it must be continuously surrounded by adequately sized obstructions for at least 1500 feet. 

For a structure to fall under Exposure D, it must be exposed to flat, open areas for at least 5000 feet. 

3. Lastly, certain states and local jurisdictions may have their own criteria that supersede that criteria set forth by ASCE 7-22. These local mandates must be checked before the design process starts. 

For example, per 2023 Florida Building Code, Sec 1620.3, Exposure Category B may not be used for any structures in Miami-Dade and Broward counties in Florida. 

How is Exposure Category related to Risk Category? 

Quite simply, the two parameters have no direct relation. 

A common misconception is that low-risk buildings (such as sheds falling under Risk Category I) correspond to Exposure B. 

Risk Category and Exposure Category are highly important but highly uncorrelated factors in the design of a building. 

For example: 

A storage shed at a beach would be Risk Category I, Exposure D. 

An emergency hospital in the middle of a highly crowded town center would be Risk Category IV, Exposure B. 

Please see our previous blog about Risk Categories for full context. 

At Florida Engineering LLC, our team of highly qualified engineers specialize in determining these factors to ensure a safe, code-compliant, and economical design for you. Please contact orders@fleng.com for a quote. 

Contact Us – Risk Category Near Me – Florida’s Top Building Exposure Experts

• Phone: 941-391-5980
• Email: contact@fleng.com
• Address: 4161 Tamiami Trail, Suite 101, Port Charlotte, FL 33952

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Per ASCE 7-22, Sec 1.5.1, Risk Category of a structure is the measure of the “risk to human life, health, and welfare associated with its damage or failure by nature of its occupancy or use…” 

Risk Category I includes:

Structures that would result in negligible risk to the public should they fail. 

Examples: Barns, storage shelters, gatehouses, and similar small structures. 

Risk Category I structures can be thought of as “low-risk structures”. 

Risk Category III includes: 

• Structures that accommodate a large number of people in one place. 

Example: Theaters, lecture halls, and similar assembly structures. 

• Buildings with limited occupant mobility that require a special evacuation and life safety plan in the event of failure. 

Example: Elementary schools, prisons, and small health-care facilities. 

• Structures associated with utilities required to protect the health and safety of a community. 

Example: Power-generating stations, water-treatment and sewage-treatment plants. 

• Structures housing hazardous substances (explosives or toxins) which if released in quantity could endanger the surrounding community. 

Example: Petrochemical process facilities containing large quantities of hydrogen sulfide or ammonia. 

Risk Category III structures can be thought of as “high occupancy structures” or “large impact structures”. 

Risk Category IV includes: 

• Structures providing essential community services. 

Example: Hospitals, police stations, fire stations, emergency communication centers, and buildings with similar uses. 

• Ancillary structures required for the operation of Risk Category IV facilities during an emergency. 

Risk Category IV structures can be thought of as “essential facilities”. 

Risk Category II includes: 

• Most residential, commercial, and industrial buildings. 
• All building and structures not specifically classified into other Risk Categories 

Risk Category II structures can be thought of as “moderate-risk structures”. 

Figure C1.5-1 from ASCE 7-22 may also be used to determine the Risk Category of a structure. 

Approximate relationship between number of lives placed at risk by a failure and risk category. 

Why is it important to consider Risk Category in building design? 

Simply stated, Risk Category dictates the standard of design. The design loads on a structure depend on its Risk Category. 

For example, consider the following location: 4161 Tamiami Trail, Port Charlotte, FL 33952 

A simple storage shed (Risk Category I) being constructed at this location would need to be designed for a wind speed of 139 mph. 

A single-family residence (Risk Category II) being constructed at this location would need to be designed for a wind speed of 150 mph. 

An elementary school (Risk Category III) being constructed at this location would need to be designed for a wind speed of 161 mph. 

A fire station (Risk Category IV) being constructed at this location would need to be designed for a wind speed of 168 mph. 

(Source: https://ascehazardtool.org/) 

This variation is because of the simple fact that the consequence of failure of a high-risk structure is higher, and hence it must be designed with a view of minimizing the risk to human life as much as possible. 

How can Risk Category be determined? 

Risk Category can be determined using the simple criteria mentioned in the answer to question 1. These criteria are borrowed from ASCE 7-22. 

Table 1604.5 of the 2024 International Building Code provides a much better-detailed categorization of various structures, based on their occupancy/designated use. 

At Florida Engineering LLC, our team of highly qualified engineers can help you establish the Risk Category of your structure, to ensure its longevity and safety for human life, as well as code-compliant and economical design. Please contact orders@fleng.com for a quote. 

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The provision of rectangular openings within concrete beams has gained prominence in contemporary construction due to the demand for adaptable and efficient architectural designs. However, the realization of such designs demands meticulous adherence to engineering principles to ensure structural robustness and safety. This article discusses the various factors that go into designing concrete beams with rectangular openings, exploring engineering considerations, requisite reinforcement methodologies, and the critical determination of the maximum allowable opening size relative to beam width and depth.

Engineering Considerations:

A rigorous structural analysis is required for the incorporation of rectangular openings into concrete beams. This involves a comprehensive evaluation of load-bearing capacities under diverse load conditions. Analysis can be carried out using rational methods or finite element analysis software such as ANSYS and SAP2000.

While it is always prudent to consult an engineer in order to decide the specifications of an opening in a concrete beam, the following rules of thumb may be safely followed for typical beam configurations and loading cases:

Notes:

1. All numerical values notes in the above detail have been calculated for certain common configurations of singly reinforced concrete beams with f’c = 3000 psi and fy = 60000 psi.
2. All beams are assumed to have maximum permissible reinforcement per ACI 318.
3. d’ refers to the clear cover to rebar and may be determined using ACI 318 Table 20.6.1.3.1.
4. The above details are to be used for preliminary estimation only. They cannot be used for a site-specific project without the sign and seal of a professional engineer.

Additional Considerations:

Reinforcement around Openings: The concentrated stresses at the corners of rectangular openings necessitate additional reinforcement surrounding the opening perimeter. Closed stirrups or ties are commonly employed to distribute stresses and forestall crack formation. Engineering analysis is required to determine the size and extent of the reinforcement

Code Requirements: ACI 318 and local building codes (IBC, FBC etc.) dictate the procedure that needs to be followed for a beam analysis. For beams with openings, the reduced strength and shear capacity is considered based on the beam size and the shape of the opening. Certain scholarly articles such as Design Procedure for Reinforced Concrete Beams with Large Web Openings, by; Tan & Mansur published in ACI journals demonstrate a detailed approach to
such design.

Testing: If feasible, physical testing is advisable to validate the proposed design featuring rectangular openings. This entails assessing the beam’s behavior under diverse loading conditions and affirming the efficacy of the selected reinforcement strategy in mitigating stress concentrations.

Recommendations

1. The analysis of a beam must be carried out after all expected openings are factored in, as opposed to adding an opening in a previously designed beam.
2. The complete mechanical, electrical and plumbing layout should be available to the engineer, so that they can decide the most economical and structurally viable design for a beam with duct penetration.
3. Since there is no one-shoe-fits-all, the openings are to be site-specific and must engineered for each project separately. Usually, beam designs from one project cannot be used in another unless thorough analysis is performed.

At Florida Engineering, we specialize in the design of Concrete Beams with Rectangular Openings. With our wealth of highly qualified and experienced engineers, we work towards providing you with the most.
economical structures that are structurally sound and code compliant. For a free quote, email us at contact@fleng.com or call 941-391-5980.

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