Swimming Pool Designs Fixed Price Package

How can anyone provide a pre-designed swimming pool for a fixed price?  There are just too many variables...

Every site is different

How can the pricing model hold true for every property?  There are just too many variables...
The soil conditions vary from lot to lot in the same neighborhood and the required strength of the concrete shell will vary significantly.
Access to property and the required excavation equipment will differ.
The distance to the dump site for the dirt spoils varies, as do the fuel and trucking costs.
The size of properties and setback limitations are different.
The lines of sites from the owners & neighbors property differ.
Existing utilities and locations vary and may require upgrading or longer installation runs.

Generic Engineering

The structural engineering used on these projects is a generic, a one size fits all plan.  They meet the MINIMAL requirements, but are not guaranteed to meet the conditions for your site.

How can they do this?  Because most building departments do not enforce the International Building Code requirement that the structural engineering be designed to overcome the surcharges placed upon the structure.  Some cities (Los Angeles for example) require soils reports with swimming pool plans and structural engineering.  They require that the soils engineer review the structural plans to ensure that the engineering meets his minimum requirements.

Simply put, the swimming pool must be strong enough to prevent structural failure (cracking) from loads placed upon the shell.  These loads come from adjacent structures & buildings, up or down slopes, retaining walls, winds, snow, saturated soils, expansive soils, uplifting soils, seismic events, surf or tides - anything that will place a force on the pool.

Generic structural engineering is totally worthless, if the structural engineer has not reviewed the site and a soils report (geotechnical investigation).  The structural engineer simply cannot validate the strength requirements without a soils report that defines the conditions below the surface.  

These "package" price pools totally disregard the strength requirement, by placating homeowners with a pool builder's own "structural warranty."  This warranty does not warrant the pool against cracking - only that the pool will "hold water."  That means when the pool does crack, they will patch only the crack - thereby restoring the watertightness.  And, when they patch the crack, they will not repair the plaster surface.  

Would you accept cracking of your home's foundation, a dam above you in a canyon or a bridge you drive on?  Of course not, but they seem to think that this is acceptable.

Price Changes

You want a site specific structural engineering?  That's extra!
You don't want the pool equipment 10 feet from the pool?  That's extra!
You want to change the shape of the pool or steps?  That's extra.
You want something other than white plaster?  That's extra?
Oh, you wanted the spa heated?  A heater is extra.
You want a gas line to feed fuel to the heater?  That's extra too.
You want a tile other that the 6 blue tiles we offer?  That's extra.
Oh, you want remote controls of the pool & spa?  That's extra too!
You want drains in the pool deck?  Those are extra?

It is the old bait and switch routine to which we all try to avoid.

Remember, YOU GET WHAT YOU PAY FOR!

Paolo Benedetti 
Aquatic Artist, Watershape Consultant, Expert Witness 
"Creating water as art."™ 
Aquatic Technology Pool and Spa 
©www.aquatictechnology.com

Swimming Pool Design Expert Witness - ADA compliant designs

Swimming Pool designs and ADA complaint designs do not need to be sterile and utilitarian.

ADA Compliance

Though the codes are very explicit as to the design requirements of an ADA compliant facility, a little creativeness can eliminate the sterile and utilitarian designs most frequently associated with handicapped accessible swimming pools.

Getting Creative

Beach entries and ramps are the easiest means to eliminate unsightly lifts and chairs.  Beach entries look the best on natural or lagoon type of pools.  

However, the slope is much less for ADA compliant ramps - 1 foot of drop for every 12 feet of length (as opposed to normal beach entry slopes of 1 in 7).  This would require a minimum of 36 feet of sloped beach to reach a 3 foot depth.  the code also requires that ramps over 30 feet in length at a 1 in 12 slope, have an intermediary landing.  In addition to these space requirements, the ramp needs be even longer, so it can start above the waterline.  

Wide beach type of entries are not required to have handrails.  However, a narrow ramp for access into a pool would require handrails and curbs at ADA specified heights and widths.

If the slope is anything greater than 1 in 20, then a landing is required at the top and bottom.  The pool deck and a flat area at the bottom of the ramp (pool floor) can satisfy these requirements.

However, the ramp need only terminate in 24 to 30 inches of water - enough for the bather to become bouyant.

Design Alternatives
 
The easiest means to provide for access without dedicating a lot of real estate to ramps or beach entries, is through the incorporation of a "transition wall."  This design element raises the pool wall 16 to 19 inches above the grade.  

It allows the disabled person to sit on the wall or to transfer from the wheel chair to the raised bench.  From there, it is merely a matter of swinging around into the pool.  

This design requires that the elevation of the pool deck drop on one side of the pool, usually not a difficult obstacle.

Visually, it is unobtrusive and a lot more pleasant to look at than a stainless steel tower and plastic chair.

Design - creating elements that work in harmony with their environment.
  
Paolo Benedetti 
Aquatic Artist, Watershape Consultant, Expert Witness 
"Creating water as art."™ 
Aquatic Technology Pool and Spa 
©www.aquatictechnology.com

Expert Witness evaluation of swimming pool construction project

An expert witness evaluation of a troubled construction project entails many steps...

What was promised...

A review of all of the written communications between the contractor and owner is the first step.  Verbal promises are a debate that will rage for eons and don't hold much water.

The expert will want to review:
bids
proposals
contracts
change orders
emails
contractor conceptual drawings and plans
structural engineering
project specifications
images taken during construction
owner punchlist and builder responses
permits
inspection correction notices

What was delivered...

Next the expert will want to perform a site inspection.  They will evaluate the project, comparing the finished project to the contract, engineering and plans and to industry workmanship standards.

This stage can take anywhere from a few hours to weeks.  Sometimes previously undisclosed items are discovered.  On other occasions, a specialized expert is called in to evaluate specific issues.  These can be geologists, electrical engineers or structural engineers.  If the quality of the construction materials is in question, a testing laboratory might remove samples for analysis.

Written Evaluation

The written evaluation will outline the issues, possible causes, the standard or code that was to be met and suggestions for remediation.

While some issues are easily remedied, some required extensive structural repairs.  When the cost of repair exceeds or approaches the cost of removal and replacement, most judicial bodies will opt for the reconstruction of the entire project.

Expert's Responsibility

The expert's responsibility is not to the person paying the bills - it is to revealing the truth.  The facts are the facts and the cards fall where they may.  It is merely the expert's job to report their findings, whether positive or negative for their client.  

You can't twist the truth - unless you're a politician!

Paolo Benedetti 
Aquatic Artist, Watershape Consultant, Expert Witness 
"Creating water as art."™ 
Aquatic Technology Pool and Spa 
©www.aquatictechnology.com

Swimming Pool Expert Witness Construction & Design

Expert Witness - Swimming Pools, Construction & Design
National Electrical Code - Section 680 Swimming Pools & Spas

The electrician didn't understand why I disapproved of this installation...
There were many things wrong:

• Indoor rated CAT 5 Cable was installed in underground conduits.  Underground or Direct Burial cables should be used, as they contain a silicone gel to prevent water intrusion.

• The metal gutters are not specifically designed for swimming pool lighting junction boxes, and were utilized for the underwater lighting.  These non-compliant boxes are not equipped with the required corded strain relief, grounding bar or the internal and external bonding connections.  ONLY fixtures specially designed for this purpose may be utilized for underwater fixtures [NEC 680.24(A)(1), NEC 680.24(D)], IRC4106.8.5, IRC4106.8.1].

• The metal gutters were not properly supported, protected from damage or waterproof.

• Bare #8 copper bonding wires do not connect the exterior of the box to the bonding grid [NEC 680.24].

• A stranded green #8 copper bonding wire is not contained within the PVC conduits from the Pentair Panel terminal bars to the pool light junction box terminal bars [NEC 680.24(F)].

• Stranded green #8 copper wires are not contained within the PVC conduit between the pool light niche and the gutters.  The #8 copper wire connection inside of the light niche must be encapsulated in an approved potting compound [NEC 680.23(B)] .

• All grounding and bonding connections in a swimming pool installation MUST connect to a terminal bar or equipment bonding lug – wire nut connections are not permitted on grounding or bonding wires [NEC 680.24(F)].  

      They are just TOO IMPORTANT TO COME LOOSE!

• Non-pool light circuits may not share pool lighting conduits unless they are GFCI protected [NEC 680.23(F)].

• Low voltage and high voltage wiring are contained within the same panels, conduits and junction boxes – data wiring inside of conduits with high voltage electrical conductors [NEC 800-52].

His question... "What's your problem?

Oh, only a minor detail of potentially killing people in their swimming pool.

Paolo Benedetti 
Aquatic Artist, Watershape Consultant, Expert Witness 
"Creating water as art."™ 
Aquatic Technology Pool and Spa©
www.aquatictechnology.com

Swimming Pool Expert Witness Construction and Design Professional

Concrete Slab - Proper Thickness and Placement of Steel Reinforcement

Concrete Slab Thickness

Most structural engineers, building inspectors and contractors do not comply with the published building codes that require minimum slab thicknesses & specific placement of the reinforcing steel. These standards apply to "structural slabs" which are defined as slabs that contain reinforcing steel AND support or transfer loads. Therefore, slabs that bear traffic or weight (e.g. driveways, garage floors, warehouse floors, sidewalk/drive approaches, ANY building slab, etc.) are structural slabs.

The American Concrete Institute (ACI) 318-11 (2011), section 7.7.1 specifies certain slab thickness (dependent upon the thickness of the reinforcement used). It specifies 3 INCHES of concrete between the earth side (regardless if it is soil, sand, gravel, rock or protected by plastic) and 1.5 inches of top coverage - #5 bars (5/8 inch) and smaller, and 2 inches of coverage for #6 - #18 bars (3/4 inch - 2.25 inch).

Remember when determining slab thickness that the bars cross each other - resulting in steel TWICE as thick as a single bar.

Therefore, if you are using #4 bars as reinforcement in your slab, you would have a minimum 5.5 inch slab (3 inches + 0.5 inch steel + 0.5 inch steel + 1.5 inches). Using wire mush is difficult, as you cannot maintain the required placement of the reinforcement within the slab - it bends & deforms too much.

Building Codes - It's the Law!

Don't say that the ACI standards do not apply to your locale.  The ACI Standards are incorporated DIRECTLY into the Uniform Building Code (IBC).  And every state (except Michigan) has adopted the IBC as their base building standard.

IBC 1901.2 states "Plain and reinforced concrete. Structural concrete shall be designed and constructed in accordance with the requirements of this chapter and ACI 318...". 

California has the CA Building Code, which is based on the IBC (as usual, CA just made their code more stringent).  A number of other states have done the same to meet regional issues (CO - wild fire protection, snow loads, FL - Hurricanes & Winds, Tidal Surge Areas, etc.).


Supporting the reinforcement

Contractors are NOT ALLOWED to place the reinforcement on the grade and "hook" it (lift the reinforcement into the slab with a hay hook) as they place the cement. After they lift the reinforcement to an arbitrary level, they walk through the wet cement, pushing the reinforcement back to the bottom - where it does absolutely NOTHING. Additionally, hooking frequently pierces the vapor barrier, rendering it worthless.

Concrete blocks or "chairs" must not be space so far apart, that they allow the reinforcing steel to deflect (bow or bend) during concrete placement or as the finishers walk on it. 

ACI 318-11 7.5.1 states "Reinforcing steel shall be accurately placed and adequately supported before concrete is placed, and shall be secured against displacement within tolerances..." 

IBC R506.2.4 states "Reinforcement support. Where provided in slabs on ground, reinforcement shall be supported to remain in place from the center to upper one third of the slab for the duration of the concrete placement."

Vapor Barriers

The plastic placed under a slab is known as a VAPOR RETARDER. It's sole purpose is to prevent capillary action (wicking of moisture) through the slab if it was allowed to remain in direct contact with the soil. Care must be taken to adequately overlap the plastic sheets, seal the seams with waterproof tape and prevent the plastic from punctures. 

Penetrations (pipes, conduits, vents, etc.) through the plastic sheet must be sealed with special cone shaped plastic sheets similar to roof jacks. Notice that the code said "retarder," not "preventer" or "barrier." Some will allow moisture transmission as they may decay over time.

Sand or soil is sometimes placed atop the plastic to absorb the bleed water on the bottom of the slab. The surface of slabs poured directly on plastic will bleed a lot surface water. The perimeter slabs must be elevated to account for the thickness of this material. The support chairs should sit on this material or be of an extended height to allow for it. 

In some areas of the country, these membranes perform multiple tasks, and are installed to also prevent methane or radon gas transmission into the living space. These membranes are made of special materials, require special seam treatments and incorporate under slab venting. Some systems utilize multiple layers of barriers to achieve the required protection.

IBC 2012 R506.2.3 states "Vapor retarder. A 6-mil (0.006 inch; 152 ï½µm) polyethylene or approved vapor retarder with joints lapped not less than 6 inches (152 mm) shall be placed between the concrete floor slab and the base course or the prepared subgrade where no base course exists.
Exception: The vapor retarder may be omitted:
1. From garages, utility buildings and other unheated accessory structures.
2. For unheated storage rooms having an area of less than 70 square feet (6.5 m2) and carports.
3. From driveways, walks, patios and other flatwork not likely to be enclosed and heated at a later date.
4. Where approved by the building official, based on local site conditions."

Proper Grading

The IBC also requires that the earth around the foundation fall away 6" in the first 10 feet, to promote positive site drainage away from the foundation. This also helps prevent water from flowing back under the slab, saturating the base material and causing wicking.

"Turndown" footings can also be added to a flat slab to reinforce the edges, transfer loads and to act as a "cut off wall" for ground water intrusion. These are already incorporated into building foundations as part of the designed load transfer.


Concrete Strength

Though the codes specify 2,500 PSI as the minimum strength for concrete foundations, there are significant benefits and little added cost from using 5000+ PSI concrete.  Added strength, durability,  wear resistance and reduced permeability are all achieved by merely increasing the strength.  Larger aggregates also increase the concrete strength. Most contractors utilize 3/8" aggregate in concrete, because the cost of pumping is a little lower.  3/4" rock is preferred (and is specified by most State Highway Departments), as it yields higher compressive strengths. A 3/4" aggregate and 5,000+ PSI mix and a 3/4" concrete pump is worth the return on your investment.  There is a significant return on the investment of a few thousand dollars.


Concrete Mix Design - Minimizing Water

Most contractors, pump operators and cement truck drivers do not understand "concrete science."  Concrete only needs enough water to hydrate the cement particles.   

Water makes concrete weaker, by creating microscopic voids in the matrix of the concrete.  When the water evaporates, it leaves microscopic honeycombs behind - weakening the concrete.  

There are "water reducers," super plasticizers and other chemical admixes can reduce the ACTUAL water content required.  They increase the strength, while maintaining the flowability, pumpability and workability of the plastic concrete.  If your concrete contractor or ready-mix supplier does not know about these, find someone else (they have been around for decades!).

AND ABOVE ALL -
DO NOT let the concrete pump operator or cement truck driver add water when the truck arrives at the job site.  By adding water they just weaken your cement, adultering the formulation and mix design!  They are truck drivers and pump operators for a reason... because they are not engineers or concrete/building experts.

Your structural engineer or ready mix plant "mix master" should specify the mix design, based upon strength required, truck travel time, weather conditions, distance to pump & pump type, etc.  They can provide an "allowance" for the addition of some extra water, to be specified in measured gallons.

Paolo Benedetti Aquatic Artist, Watershape Consultant, Expert Witness 
"Creating water as art."™ 
Aquatic Technology Pool and Spa 
©www.aquatictechnology.com

Swimming Pool Designer Expert Witness VGB Unblockable Drains

There has been a lot of confusion about VGB compliant BLOCKABLE & UNBLOCKABLE DRAIN COVERS.  

While the following national standards pertain to public/commercial pools, we advocate the same standards for residential vessels.  We do not discern a difference between the requirement for a safe hydraulic standards of private VS public/commercial vessels.  We feel that private pools should be just as safe as commercial pools when it comes to suction entrapment and safety.  After all, there are many more private pools than public pools on this planet!
 
While the MAXIMUM INDUSTRY STANDARDS allow 6 FPS, we advocate and promote a MAXIMUM SUCTION LINE VELOCITY OF 4 FPS IN THE TRUNK LINE and 2 FPS MAXIMUM THROUGH A BRANCH SUCTION LINE OR A DRAIN INLET (1 FPS when 1.5 FPS is the maximum standard).


First, let's start with an excerpt from a channel drain cover installation manaul:
 
WATER VELOCITY AND FLOW RATES -
The maximum water velocity through drain covers is limited by some local regulations, for example some state health departments limit the velocity through public pool drain covers to 1½ feet per second. This velocity limit is lower than the flow rating provided by the ANSI/APSP-16 2011 certification, therefore the local limit applies and must be followed. Never exceed the flow rating listed on the cover even if the local code does not provide a velocity limit.

PIPING – GENERAL
For new installations, the piping between drains must be sized to limit the velocity to six feet per second. This limit applies to the
branch piping and all fittings between multiple outlets and the tee leading back to the pump. If code requires a lower water velocity,
comply with the code. See the chart below for information on pipe size flow ratings at six feet per second.

HYDRAULIC SYSTEM SPECIFICATIONS -

ACCEPTABLE PIPE SIZE FOR MAXIMUM RECOMMENDED SYSTEM FLOW RATE PER APSP-7 (6 feet/second in the branch line):
Pipe Size                    1½"  2"   2½"   3"   4"
Flow Rate in GPM    45    80   110   160  230 (rounded down)
This is where the confusion lies - blockable drains & un-blockable drains and the relationship of line velocities.

First, Blockable drains:
 
Though a drain cover may be rated for 10,000 GPM, it is REALLY limited by the MAXIMUM LINE VELOCITY of the attached pipes.  On dual drain systems, in the event one drain is blocked, the REMAINING lines must be capable of sustaining 100% of the flow BELOW the 6 FPS maximum.  This means, that during normal operation the flow rate through a "blockable drain" must be 3 FPS or less (when a drain becomes blocked the line velocity through the remaining drain will double). 

BLOCKABLE DRAIN EXAMPLES:

1)  A pump is connected to a 4" trunk line, which is split into (2) 3" branch lines. The 4" line flows 234 GPM @ 6 FPS, while the 3" branch line flows 68 GPM @ 3 FPS. 68 GPM X 2 = 136 GPM.  The maximum flow rate of that system is 136 GPM.  When one drain is blocked the maximum line velocity of the remaining 3" branch line is limited to 136 GPM - therefore that is the MAXIMUM to be drawn through the 4" trunk line.

2)  A pump is connected to a 4" trunk line, which is split into (2) 4" branch lines. The 4" line flows 234 GPM @ 6 FPS, while the 4" branch lines flows 117 GPM @ 3 FPS.  The maximum flow rate of that system is 234 GPM.  When one drain is blocked the maximum line velocity of the remaining 4" branch line is limited to 234 GPM @ 6 FPS - therefore that is the MAXIMUM that may also be drawn through the 4" trunk line as well.

To select a compliant cover, one would merely select a drain cover that is equal to or above the above GPM flow rate at 3 FPS.  If the local standard was 1.5 FPS through the cover, they you'd look for a cover with 2X the GPM flow rating of the above system maximums.
 
THEREFORE, for blockable drains, the maximum line velocity at the pipes connected directly below the cover are limited to 3 FPS maximum (or lower).  In communities with 1.5 FPS standards, the plumbing would have to be split again or upsized to get to 1.5 FPS.

Now, onto UNBLOCKABLE DRAINS:

They are rated using TWO CRITERIA: GPM @ FPS.
Most states limit the FPS flowrate through an UN-BLOCKABLE COVER TO 3 FPS. 
Some states (Texas for example) have lowered the FPS through un-blockable covers to 1.5 FPS.
The rating for an un-blockable cover will look like this: 300 GPM at 3 FPS.
So, if you draw 600 GPM through the cover, the line velocity would be 6 FPS - exceeding the rating of the cover.  150 GPM through the cover, would bring the line velocity down to 1.5 FPS (to comply with states that have de-rated such covers).
 
UN-BLOCKABLE DRAIN EXAMPLES:

1) An un-blockable channel drain is rated at 300 GPM @ 3 FPS.  It is connected to a 4" trunk line, that is split into (2) 2.5" branch lines.  The 2.5" branch lines are connect to 2 inlets on the bottom of the channel drain.
Consider the various maximum limits:
4" pipe: 234 GPM @ 6 FPS
2.5" pipe: 88 GPM @ 6 FPS
Un-blockable Drain Limit: 300 GPM @ 3 FPS
The line velocity of the attached 2.5" pipes are the limiting factors @ 88 GPM each X 2 = 176 GPM.
The maximum flowrate of this system is 176 GPM.

2) An un-blockable channel drain is rated at 300 GPM @ 3 FPS.  It is connected to a 4" trunk line & manifold, that is split into (3) 2.5" branch lines.  The 2.5" branch lines connect to 3 inlets on the bottom of the channel drain.
Consider the various maximum limits:
4" pipe: 234 GPM @ 6 FPS
2.5" pipe: 88 GPM @ 6 FPS
Un-blockable Drain Limit: 300 GPM @ 3 FPS
Though the line velocity of the (3) attached 2.5" pipes would allow 264 GPM (e.g. 88 GPM each X 3 = 264 GPM), that would exceed the maximum line velocity of the 4" trunk line at 234 GPM. 
The maximum flowrate of this system is 234 GPM @ 6 FPS.

3) An un-blockable channel drain is rated at 300 GPM @ 3 FPS.  It is connected to a 4" trunk line & manifold, that is split into (2) 2.5" branch lines.  The 2.5" branch lines connect to 2 inlets on the bottom of the channel drain.  However, the local authority's standard specifies 1.5 FPS for un-blockable drains.
Consider the various maximum limits:
4" pipe: 234 GPM @ 6 FPS
2.5" pipe: 88 GPM @ 6 FPS
Un-blockable Drain Limit: 150 GPM @ > 1.5 FPS < (a slower standard).
Though the line velocity of the (2) attached 2.5" pipes would allow 176 GPM (e.g. 88 GPM each X 2 = 176 GPM), that would exceed the maximum rating of the un-blockable cover at 1.5 FPS of 150 GPM. 
The maximum flowrate of this system is 150 GPM. 
Sidenote: the trunk line could not be downsized to 3", because 150 GPM would exceed 6 FPS in a 3" pipe.

4) An un-blockable channel drain is rated at 316 GPM @ 3.9 FPS when floor mounted.  It is connected to a 4" trunk line & manifold, that is split into (3) 2.5" branch lines.  The 2.5" branch lines connect to 3 inlets on the bottom of the channel drain.  However, the local authority's standard specifies 3 FPS for un-blockable drains (therefore, we must solve for the GPM rating at 3 FPS).
Consider the various maximum limits:
4" pipe: 234 GPM @ 6 FPS
2.5" pipe: 88 GPM @ 6 FPS
Un-blockable Drain Limit: XXX GPM @ > 3 FPS
316 GPM ÷ 3.9 FPS = 81 GPM/1 FPS
81 GPM X 3 GPM (our standard in this case) = 243 GPM @ 3 FPS
Though the line velocity of the (3) attached 2.5" pipes would allow 264 GPM (e.g. 88 GPM each X 3 = 264 GPM),
and the limit through the drain cover would allow 243 GPM @ 3 FPS,
BOTH OF THOSE FLOWRATES would exceed the maximum line velocity of the 4" trunk line at 234 GPM. 
Therefore, the maximum flowrate of this system is 234 GPM @ 6 FPS.
 
Note the differences in line velocities of the piping attached to bloackable VS un-blockable drains:

Blockable Covers: 
The maximum line velocity at the pipe connected below the cover is limited to 3 FPS.
Un-blockable Covers: 
The maximum line velocity at the pipe connected below the cover is limited to 6 FPS.

While these are the MAXIMUM INDUSTRY STANDARDS, we advocate and promote a MAXIMUM LINE VELOCITY OF 4 FPS IN THE TRUNK LINE and 2 FPS MAXIMUM THROUGH A BRANCH LINE OR A DRAIN INLET (1 FPS when 1.5 FPS is the maximum).
 
Hopefully, through these examples, you have come to realize that JUST BECAUSE A COVER HAS A MANUFACTURER'S "FLOW RATING," it is the ATTACHED PIPING SYSTEM THAT DICTATES the MAXIMUM GPM through a plumbing system.
 
Paolo Benedetti 
Aquatic Artist, Watershape Consultant, Expert Witness 
"Creating water as art."™ 
Aquatic Technology Pool and Spa 
©www.aquatictechnology.com

Swimming Pool Designs must be ADA Compliant

Expert Witness - Swimming Pool & Spa, Americans with Disabilities Act

The ADA requires that swimming pools be designed to allow a person with disabilities to enter and exit the swimming pool or spa, on their own and without the assistance of others.

This is easily achieved through the installation of a lift.  Lifts are electric, hydraulic or battery powered.  They must be in place and available for use at all times.  They are UGLY and can potentially become an obstruction on the pool deck, in violation of other portions of the ADA.

The alternative is an innovative design, that allows the person with disabilities to walk or roll right into the water.  It is a ramp or beach entry, that gently slopes into the water.  This is aesthetically pleasing and a creative solution to the hideous deck mounted chair or sling lifts.

 
Paolo Benedetti 
Aquatic Artist, Watershape Consultant, Expert Witness 
"Creating water as art."™ 
Aquatic Technology Pool and Spa 
©www.aquatictechnology.com