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Senior Design Project design team 5

water park project

Chris Contreras

on 24 September 2015

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Transcript of Senior Design Project design team 5

Pirate Bay Water Park
Design Team 5
Contreras, Chris : Team Leader
Yin, Alisa Jie: Geotechnical
Garcia, Jozel : Structural
Manalese, Jhon: Hydraulic Systems
Today's presentation will
introduce our proposed Water Park
located in Chula Vista California
which is part of San Diego County
Site: 2052 Entertainment Circle,
Chula Vista, CA. Just 1.5 miles East of the I-805
Why did we Choose the current site?

Large open and relatively flat area
of land that has a readily available supply
of fresh water that can be used for the
required amount of volume and flow for water park attractions.
Located near a major freeway (I-805) which makes it more accessible to guests coming from long distances, it will make billboard
advertising an option
Pirate Bay Site Plan
Project and Site Description
Water Park is located at an approximately 37.06 acre area which includes 23.53 acres of water park area at south west side, two parking lots next to the Water Park with a total size of approximately10 acres.
The elevation of the water park gradually drops at a 2% grade from south to north.
The crest elevations of the water park range between 174to 210feet above the Mean Sea Level (MSL) from the south east to south west, and the elevation drops to a range between170 to 168feet from the north east to north west.
Site Map with six boring position
Soil and Geologic Conditions
Site consists of undocumented fill soils, alluvial layers, and has a Bay point formation.
Undocumented fill soil distributes from soft to firm. The fill is considered unsuitable water park structure. It requires removal and compaction in order to get appropriate soil condition for the water park construction.
The alluvium is characterized as soft to hard sandy clay, and loose to medium dense clayey sand. The alluvium is compressible under additional load, so it is considered unsuitable to receive structural fill soils . Therefore, it should be removal and compacted.
Bay Point Formation this unit consisted of hard clay and silty clay.
Site Profile View with Borings
Soil Profile
Groundwater Condition
The site is located in a transitional hydrologic zone of the Otay River watershed.
Groundwater is located at the depth between 8 and 14 ½ feet below the existing grade. Its average depth of the groundwater is 11¼ feet below the ground surface.
The readings represent a stable groundwater condition during the field investigation.
Groundwater Condition
The regional average annual rainfall volume of the site is around 10 inches, and its topographical change is slight (See the Chula Vista Climate Graph and average Annual Climate Data table).
Base on the precipitation information and topographical characteristics of the sit, the amount of runoff collected from an approximate 8.3acres site should be considered for the design of site drainage.

Totals and averages:
Annual average high temperature 72.4 °F
Annual average low temperature 55.0 °F
Average temperature 63.7 °F
Average annual precipitation 10.0 in.
Geologic hazards
very low potential
Seismicity Deterministic (SD) Analysis
Seismicity Probabilistic (SP) Analysis
Potential Soil Liquefaction
Majority of the soil have fine contents above 60%, and plasticity indicated a non-liquefiable condition.
Site is not within the 100 year flood zone
Faulting-According to our review of the geologic literature there are no known active, potentially active, or inactive faults crossing the site.
The Rose Canyon Fault is the only major active earthquake fault in the urban San Diego Area, but this site is not located within that zone.
Fault Map
Seismicity Deterministic (SD) Analysis
The major earthquakes might occur on the Rose Canyon Fault or other faults in Southern California and Northern Baja California. They are potential generators of significant ground motion at the site.
The results of seismicity analysis indicate that an earthquake on the Rose Canyon Fault, having a maximum magnitude of 7.2, are considered representative of the potential for seismic ground shaking at the site.
The maximum magnitude ground acceleration expected at the site was calculated to be approximately 0.196g using the Sadigh et al. (1997), acceleration-attenuation relationships.
Estimating Tool
Seismicity Probabilistic (SP) Analysis
The annual probability chart also shows the San Diego district have a probability of 1.5*10-4 to have peak acceleration of 1g.
Field And Laboratory Testing
Atterberg Limits test
Standard Penetration Test
Consolidation Tests
Modified Proctor Compaction Test
Unconsolidated-Undrained (UU) Triaxial Strength Tests
Analysis And Recommendations
(22m by 22m Restaurant)
Analysis And Recommendations
(Lazy River and Wave Pool)
Pavement Design (Contd.)
In Chapter 633 of the HDM the following formula to compute the graded equivalent (GE) is recommended:

GE = 0.0032(TI)(100-R)
R-value for aggregate base
(AB-Base2) of 78.

R-value for aggregate subbase (AS-Base 2) of 50.

R-value for subgrade is 20.
Design Constraints
The location of the roadway is a replacement of Entertainment Road which is connected to Heritage Road in Chula Vista.
Road is not a major travel way
Volume is less than the average. (Maximum of 10,000 vehicles/day)
VT = 1251 vph

Thus, 2 lanes, 1 for each direction will be used.
Cross Section
Lane width = 12 ft; 1 lane each direction.
Cross Slope = 2 %
Shoulder Width & Slopes: 8 ft, 2%
Curbs Type C dike
Side Slopes: 2:1
Clearance:10 ft to R/W
Pavement Design (Contd.)
Using Table 633.1 of the HDM and Page 1053 of Traffic and Highway Engineering 4th edition
Hot Mix Asphalt (HMA) for TI ≤ 5 Gf = 2.54
Aggregate Base (AB) Gf = 1.1
Aggregate Subbase (AS) Gf = 1.0
Transportation Codes
City of Chula Vista Standard Plans

Highway Design Manual, Table 633.1

County of San Diego Offstreet Parking Design Manual
Design Analysis
Pavement Design
a.) the road is not a major travel way
b.) the traffic volume is lesser than the average. (Maximum of 10,000 vehicles/day)

Based on HDM, a minimum of TI = 5 will be used.
Transportation Costs
Geotechnical Costs
Road Way Layout
Horizontal Curve
Parking Lot Design
With a maximum of 3000 persons in the park, there is a need for roughly 900 parking spaces within 10.6 acres (assuming each car brings 3-4 guests).
Handicap Accessibility
For the 900 parking
spots there is a required 9 handicap parking spots located nearest to the park entrance.
Standard Parking Design
The Parking lot consists of 90 degree (two way lane) and 60 degree (one way lane) parking spots.
Lengths for standard vehicle parking spots are 18' with a 8'6'' width. For handicap spots a required minimum length of 19' and width of 14'.
Beam Design
2x6 Southern Pine No.3 was used for Ceiling Joists, Floor Joists
Connections of Supports
At the ends, the support shall be attached to a concrete filled square HSS 3x3x1/4
Can carry for up to
φPn = 43.4 kips.
Height = 10ft at @ 60ft support.
Design Constraints
The Maximum Load of the Structures shall not be larger than 206 times the Load of the structure.
Structures Codes
2010 California Building Code Vol 1 and 2
ASCE 7-10
ASCE 7-05
Steel Design Manual
UBC 97
Structures Designed:
Food Court/ Restaurant Area (72x72)
Entrance Booth (30x105)
Restrooms (24x18)
Changing Rooms (24x36)
Slide Supports
Foundation Design
Foundation Design
Column Design
4x4 Southern Pine No.3
Roof Design
Total of 9 Frames (Only for the Food Court)
Other Structures Roof Design
Design of the Food Court
Design of the Entrance Booth
Wind Loads
Wind Loads
Total Wind Load = 56.4 psf (Changing Rooms)
Seismic Analysis
Slide Supports
PU = 4.636 kips
Use A53 Gr.B Steel (Carbon), Fy = 35 ksi
KL = 12 ft
Pipe 3 Std , which can carry ΦPn = 30.1 kips.
Wind Loads
Analyzed by Component:
V = CsW = 0.21(3.07)
= 0.64 kips (Base Shear)
Seismic Analysis
Connections of Supports
The Pipe 3 Std Supports shall be compressed and welded
E70 electrodes shall be used.
Structural Costs
Seismic Analysis
The water park will be supplied
with fresh water from a near by
reservoir. The Lower Otay Reservoir
supplies a large amount of water to
surrounding areas directly from the
source or through the Otay River that runs from a southern outlet then west to the Pacific Ocean.
Post-and-Rail Wood Fencing
Asphalt Concrete

•Decreasing in vegetation area will cost soil erosion
Use Geotextile and also plant vegetation (grass etc.)

•Air pollution due to the increase in traffic volume
Promote Carpooling with family discounts
Provide Transits

Increasing impenetrable surfaces will create an increased flow of runoff
Create a sewer and storm drain master plan for a 100yr rainfall

•Noise Pollution
Implement Strategic Operation Hours for Heavy Machinery

• Water Pollution Prevention Plan (SWPPP)
Implement Best Management Practices (BMP’s)
Hydraulic Codes
California Building Code (Title 24 – Chapter 20)

California Code of Regulations (Title 22 – Chapter 31B)

California Health and Safety Code
Swimming Pool Safety Act [Sections 115920-115929 (Residential pools)]
Wave Pool Safety Act [Sections 115950-115952]
Bearing Capacity :
We obtain 42kPa as the pressure difference between the water pressure and soil pressure due to the weight of the soil and the surcharge pressure. This pressure difference will provide to structure engineers for further structure design of the wave pool.
Analysis And Recommendations
(22m by 22m Restaurant)
Foundations: Shallow Foundations :
A 22m × 22m shallow foundation and non-embedded square footing is recommended for the restaurant.
The bearing capacities :
According to CBC Code : 1810A. Load-bearing capacity. Foundation elements shall develop ultimate load capacities of at least twice the design working loads in the designated load-bearing layers. Analysis shall show that no soil layer underlying the designated load-bearing layers causes the load-bearing capacity safety factor to be less than two.
The bearing capacities recommended are for factored dead and live of the structure. The properties of the fill below the structures proposed sites have a unit weight of 17.3kN/m3 and a friction angle of 32.4o. Since the safety factor was calculated to be 206, which far exceeds the minimum F.O.S. of 2 for the restaurant structure, the soil has enough strength to withstand 206 times the structure load.
Immediate settlement
Only 0.66 inches due to the total loads from the structure. Therefore, the immediate and long term settlements are not factors.
Note: entrance and restroom structures have lighter load than the restaurant, so we can assume the soil can also hold those structure loads. The immediate and long term settlements will not be factors for those structures.
Water Slide Design
Flow Rate
Slide Flow Rate set to 500 gallons per minute per slide for optimum passenger flow
Sanitary System
Required for safeguarding the public's health and to maintain the overall cleanliness of the water park. Consists of:
Rapid Sand Filter
Chlorinating System
pH Balance
UV Unit
Pump Characteristic Curve
Given constraints provided by the pump manufacturer
Pumps from PACO Pumps
Making Waves
20 waves per minute
10 minute intervals on and 10 minute intervals off
200 waves per interval
1 wave every 3 seconds
Chamber Dimensions
Air Chamber: 600 ft3
Chamber length:
80/8= 10 ft.
Chamber Height: 12 ft
Chamber Depth:
600/(10*12) = 5 ft
Air chamber height opening: 3 ft
Air Compressor
Pressure Required to Produce Wave

Constant Adiabatic

4 Chambers = 80 HP
Surge Tank
Pump Station
Rapid Sand Filter
pH Balance
UV Unit
Surge Tank
Acts as the water storage tank for slides
Two types:
1. As a Catch Pool at the bottom of the slides to catch riders
2. Built Underground directly below the end of the slides
Volume Calculation:

Example: A ride with 4 slides produces a flow of 2,000 GPM.
Surge tank Volume = 2,000 GPM (3 mins) = 6,000 gallons
System produces a great amount of pressure loss that must be accounted for.
Filter gives a 15 psi loss
Rapid Sand Filter
Pump Energy

Δz = z2 – z1 = 80 ft
ΣhL = hf + hm = 12.88 + 7.34 + 34.62 = 54.85 ft
Ep = 80 + 54.85 = 134.85 ft
Required Horsepower:
Pump Characteristic Curve
Wave Pool
Piping System leading to the Sanitary Station
Wave Chambers
Turnover Time
California Conference of Directors of Environmental Health (CCDEH) Water Park Guide:
Wave Pool turnover rate shall be a minimum of 6 hours
As an added FS, choose t = 4 hours
Pumping to Sanitation
Goes through the same Filtration & Chlorination

No Elevation Change :
Head Losses
Friction Loss:

hf = 4.68 ft
Minor Losses:

hm = 43.19 ft
How a Wave Pool Works
Pipes and Valves
Pipe Diameters set at 12 inches to accommodate for the high flow rates

Used to control flow in piping system
Check Valve: Controls the flow to keep it going in one direction
Butterfly Valve: Used mainly to shut off flow through pipes. Used
when making repairs or when the park is closed
Pumping System
Calculating the pump needed for each ride:
Head Loss
Head loss: friction and minor head losses

Friction Losses (Hazen-Williams)

Example: Davy Jones' Locker (4 slides)
Q= 2,000 gpm, C= 100, L= 860 ft, d= 12 in
Friction loss (hf) = 12.88 ft
System Curve
Function of elevation change and the friction and minor losses:
System vs Characteristic
Minor Losses

Davy Jones' Locker
Q= 2,000 gpm = 4.46 cfs
Queen Anne's Revenge
Pirate's Booty
Davy Jones' Locker
Treasure Chest
Design Codes & Standards
Geotechnical Codes
2010 California Building Code Vol 2 Chapter 18
2010 California Building Code Vol 2 Chapter 16
Environmental Considerations
Social Consideration
Will create hundreds of job opportunities
Generate income for the region
Park location is within a quarter mile of a residential area
Build a sound wall to block noise pollution
Road construction
Operate during hours of minimum traffic volumes
Economical Factors
The cost of obtaining the required electrical supply
Revenue created from visitors, parking prices, merchandising, food sales, and renting of cabanas.
Only other water park in the county has a much higher admission fee because it is connected to LegoLand making us cost efficient.
Only real substitute in the area is the beach which has: Higher parking fee's, No Slides, is not a controlled environment, and has SAND.
Ethical Considerations
Water Park Will be Funded by Private Investors
No Taxpayer Money

No Displacement of a Community
Residents Will Not Have to Relocate

LEED Certification
Want to Promote Environmentally Friendly Methods
Compare Engineering Solutions in the U.S. and other Countries
Hydraulic Cost
Critical Path Method
Project Will Take Approximately 22 Months
Differences in Geologic Conditions
Soil types
Seismic Conditions
Climate Conditions
Differences in Materials and Labor Cost
Foreign Currency Value
The Worker Population
Price of Materials
The water park has the potential to be built at any site in many Countries or part of the U.S. if it includes:
Reasonably strong soil
Can be improved with the use of compaction techniques
Adding soil with a higher bearing capacity
A readily accessible water source that can maintain the flows required for Water Parks
Let's Think For A Second...
What Can We Use To Make
Sure Our Designs Meet the Standards?
Thank You For Watching! Any Questions For Me?
Lazy River Stats
Velocity ranges from 2.86fps to 5fps
Flow rate of entire lazy river = 150cfs = 1122gps
Water will be pumped at 100gpm every 10 feet to maintain flow
Drains will be taking approximately 250gpm each
2hr Turnover Time
Lazy River
Flow - USgpm
Flow - USgpm
Site Location
Full transcript