Valencia Water 
Control District 
Agenda 
January 9, 2024 

AGENDA 

AGENDA 
January 9, 2024 
VALENCIA WATER CONTROL DISTRICT 
BOARD OF SUPERVISORS MEETING 
1 P.M. 
LAKE RIDGE VILLAGE CLUBHOUSE 
10630 LARISSA STREET 
WILLIAMSBURG, ORLANDO, FLORIDA 32821 
Item 
1. Call Meeting to Order 
2. Public Comment Period 
3. Approval of November 14, 2023 Monthly Meeting Minutes 
4. General Fund Financial Reports 
5. Engineer’s Report 
A. Consideration of Permit #0530 – Aquatica Parking Lot 
B. Presentation of Sea World C-5 Canal Reconfiguration Study 
6. Attorney’s Report 
7. Director’s Report 
A. Customer Call Log 
B. Consideration of Proposals to Repair S-501 (Under Separate Cover) 
8. Other Business 
9. Adjournment 

MINUTES 

MINUTES OF THE MONTHLY MEETING 
OF THE BOARD OF SUPERVISORS 
OF VALENCIA WATER CONTROL DISTRICT 
November 14, 2023 
The monthly meeting of the Board of Supervisors of VALENCIA WATER CONTROL 
DISTRICT was held at 1:00 P.M. on Tuesday, November14, 2023, at the Lake Ridge Village 
Clubhouse, 10630 Larissa Street, Orlando, Florida. Physically present were Supervisors Debra 
Donton, Roy Miller, and Brian Andrelczyk. Also, in attendance were the following: George Flint, 
District Director, Stephen Broome, District Counsel; David Mahler, District Engineer; Stacie 
Vanderbilt, District Administrative Assistant; Dan Brown, Sthern Environmental; Carolina Matiz- 
Pardo, Atkins; Tom Burdeshaw, Ground LVL; and Jeff Schwartz, SeaWorld. 
ITEM #1 Call Meeting to Order 
Mr. Flint called the meeting to order at 1:02 P.M. A quorum of three Board members were 
present. 
ITEM #2 Public Comment Period 
No members of the public were present to provide public comment. 
ITEM #3 Approval of August 8, 2023 Annual 
Meeting Minutes 
Mr. Flint stated the next item was the minutes from the July 11, 2023 annual meeting. He 
asked if there were any corrections, deletions, or additions. 
On MOTION by Ms. Donton, seconded by Mr. Andrelczyk with all 
in favor the Minutes from the August 8, 2023 Monthly Meeting were 
approved as presented. 
ITEM #4 Presentation by Sea World Orlando on 
C-5 Canal Design Concept 
Mr. Flint briefed the Board on the purpose of the presentation for the proposed project that 
would affect the C-5 Canal. District staff voiced concerns to Sea World, so the representatives 
wanted the opportunity to speak to the Board. 

August 8, 2023 Valencia Water Control District 
2 
Mr. Burdeshaw was looking to the underground portion of the canal to expand the property 
and fully utilize it. Valencia's staff was concerned about the access and maintenance, so he studied 
bifurcating the site, but the best plan that they came up with was to completely underground it. 
This way there will not be any structures placed on it, only walkways and seating areas. 
Mr. Flint pointed out on his map to the Board that the proposed area was. 
Ms. Matiz-Pardo stated that they would be similar to the culverts under Central Florida 
Parkway. There will be several points of contact or box structures over it so the District could 
visually see the water and what was in it. 
Mr. Schwartz stated we understand the concern of the Board and do not plan to sell the 
hotel property. We would continue to maintain and own the area. We're looking for the “nod” from 
the Board to continue with conceptual design, not construction, yet. 
Mr. Flint stated the main reason for concern was that the culverts that run under Central 
Florida Parkway are owned and maintained by Orange County and the District has to deal with 
Orange County when there are failures. Entering into an agreement with a private entity like 
SeaWorld, is another area to make sure is properly maintained and failures are fixed. Worst case, 
if the economy were to go south and the property was abandoned, the burden would fall on the 
District to assume the cost of maintenance. 
Mr. Mahler stated his concerns were the potential upstream flooding and tracking the 
maintenance and inspections. It would also require more NPDES obligations. Obstructions would 
also be harder to see to the naked eye because the box culverts cover up the open canal. 
Mr. Miller asked where the box culverts are located, will there be manhole covers to go 
down and reach the water if need be? Where are the access roads? 
Ms. Matiz-Pardo responded yes, there will be access and she pointed out the access roads 
on their plan. 
Mr. Miller, Mr. Andrelczyk and Ms. Donton discussed the plan further. 
Mr. Andrelczyk clarified with Mr. Flint that the Board is either recommending for Sea 
World to move forward with a conceptual design to cover and ground the C-5 Canal or telling 
them no, go back and provide a plan to leave the canal alone? 
Mr. Flint responded yes, because District staff had enough concerns to have to bring them 
to the Board for discussion first and get direction. 

August 8, 2023 Valencia Water Control District 
3 
Mr. Brown showed everyone on the map a way to go around and divert the flow of the C- 
5 to other canals. Dig up one their parking lot and save costs. 
Discussion amongst everyone ensued. 
Mr. Mahler stated that the Water Management District and Orange County would still have 
to approve any changes or permits. The District does not hold that power. 
Mr. Flint stated the concern is that the District has to contract with an on-site entity to 
maintain the culverts. If anything goes wrong and the owner abandons the project, the burden will 
be shouldered on the District. Similar situations happened with Marriott when their culvert failed 
and landscaping was lost. They approved the District to either fix it or ask how to fix it. 
Mr. Andrelczyk suggested a motion to give SeaWorld direction, the Board is not opposed 
to move forward with the design concept with the plan that they leave it open. 
Mr. Schwartz wanted to hear Mr. Miller and Ms. Donton’s opinions. 
Ms. Donton said she's concerned mainly about the maintenance. If something goes wrong, 
it can be catastrophic. 
Mr. Miller stated he has the same concerns. With everything covered up, it will be difficult 
to see issues uprising and can cause bigger problems for the whole District. He understood what 
they are trying to do, but he would rather stay away from the grounded concept. 
On MOTION by Mr. Miller, seconded by Mrs. Donton, to 
discourage the closed option and explore an option that keeps the 
canal open and divert the water around, with Mr. Andrelczyk 
abstaining, Motion Passed 2-1. 
Mr. Schwartz, Mr. Burdeshaw and Ms, Matiz-Pardo thanked the Board for their time and said they 
would come back with a new design plan leaving the canal open. They left the meeting at this time. 
ITEM #5 General Fund Financial Reports 
Mr. Flint stated it is the start of the new fiscal year so there are no collections yet, and the 
actuals are under prorations. 
ITEM #6 Engineer’s Report 
A. Acknowledgement of Plans for Repairs at Discovery Cove – Pond 13 Outfall 
Mr. Mahler wanted on record that they are fixing issues that they have at the site, 

August 8, 2023 Valencia Water Control District 
4 
there is no new permit needed. 
B. Consideration of Permit # 0529 – Discovery Cove Project Pink Lady 
Mr. Mahler stated that Sea World was modifying the property, and there is no adverse 
affect to the District’s system. He recommended approval. 
On MOTION by Mr. Miller, seconded by Mrs. Donton, with all in 
favor, Permit # 0529 – Discovery Cove Project Pink Lady, was 
approved. 
Mr. Miller asked what is going on at the end of Central Florida Parkway by I-4? 
Mr. Mahler responded they are changing the I-4 interchange, it is part of I-4 Ultimate 
project. It was taken out of the original plan and is now being worked on. 
ITEM #7 Attorney’s Report 
Mr. Broome had nothing new to report to the Board. 
Mr. Flint added depending on the SeaWorld C-5 Canal project, easements and 
agreements will need to be done. 
ITEM #8 Director’s Report 
A. Customer Call Log 
This log has a lot of callers because the Board hasn’t met in a few months. We got a 
couple of calls regarding the C-6 in Deer Creek. Vegetation is coming in from Shingle Creek. In 
the past the area has been dredged and treated but it immediately comes back. 
B. Consideration of Non-Ad Valorem Assessment Administration Agreement with 
Orange County Property Appraiser 
On MOTION by Mr. Miller, seconded by Mr. Andrelczyk, with all 
in favor, the Non-Ad Valorem Assessment Administration 
Agreement with Orange County Property Appraiser, was approved. 
ITEM #9 Other Business 
There being none, 

August 8, 2023 Valencia Water Control District 
5 
ITEM #10 Adjournment 
On MOTION by Mr. Andrelczyk, seconded by Debra Donton, 
with all in favor the meeting was adjourned at 1:59 pm. 
Stephen F. Broome, Secretary 
William Von Ingle 
Amanda Whitney 
Debra Donton 
Roy Miller 
Brian Andrelczyk 

SECTION IV 

Valencia 
Water Control District 
Unaudited Financial Reporting 
December 31, 2023

1 
2-3 
4
5
6 
Month to Month 
Assessment Receipt Schedule 
Table of Contents 
Balance Sheet 
General Fund Income Statement 
Capital Reserve Fund

Valencia 
Water Control District 
Balance Sheet 
December 31, 2023 
General Capital Reserve Totals 
Fund Fund Governmental Funds 
Assets: Current Assets ICP n ae v tsStehtysa t-Ctm eTa ersBunhoitas:tr dB aonf kAdministration $$$ 2 54 92 ,,94 1400890 $$$ 28 03 23 ,,18 -2534 $$$ 48 49 34 ,, 571670220 Total Current Assets $ 302,457 $ 1,035,977 $ 1,338,434 Fixed Assets SLCPEAataoqcrcnnnuuuddaicmpltssumurleeanstet d& DOeffpirceec Fiautrinoniture $$$$$$ ( 124 ,,, 28677 48078 5802 69,,,,,,561571392308070133) $$$$$$ ------ $$$$$$ ( 12 4 ,,,28 67 7 48078 580269,,,,,,561571392308070133) Total Fixed Assets $ 724,398 $ - $ 724,398 Total Assets $ 1,026,856 $ 1,035,977 $ 2,062,832 
Liabilities: Accounts Payable $ - $ - $ - Total Liabilities $ - $ - $ - 
FN ue tnU Adn saBsseastlisag nnCecadepsit:alized $$ 273923,,991379 $$ 1 , 0 3 5 ,9 -77 $$ 1 ,3 72392,,991139 Total Fund Balances $ 1,026,856 $ 1,035,977 $ 2,062,832 Total Liabilities & Fund Equity $ 1,026,856 $ 1,035,977 $ 2,062,832 
1

Valencia 
Water Control District 
General Fund 
Statement of Revenues, Expenditures, and Changes in Fund Balance 
For The Period Ending December 31, 2023 Adopted Budget PTrhorrua 1te2d/ B3u1d/g2e3t ThruA 1c2tu/a3l1/23 Variance Revenues: IAnstseersessmtents - Tax Roll $$ 5 22,,010709 $$ 2 0 8 , 570009 $$ 2 0 8 , 570989 $$ 9 8 - 
Total Revenues $ 554,179 $ 209,209 $ 209,307 $ 98 
Expenditures: 
Administrative: Supervisor Fees 2,500 $ 625 $ 150 $ 475 $ Engineering Fees 37,200 $ 9,300 $ 5,198 $ 4,103 $ Attorney Fees 12,000 $ 3,000 $ 3,000 $ - $ Annual Audit 5,200 $ - $ - $ - $ Assessment Roll Certification 5,000 $ 5,000 $ 5,000 $ - $ Management Fees 53,280 $ 13,320 $ 13,320 $ - $ Information Technology 1,800 $ 450 $ 450 $ - $ Website Maintenance 1,200 $ 300 $ 300 $ - $ Insurance 14,400 $ 14,400 $ 13,614 $ 786 $ Report Preparation - NPDES 15,000 $ 3,750 $ 420 $ 3,330 $ Office Lease/Storage 3,000 $ 750 $ 648 $ 102 $ Printing & Binding 500 $ 125 $ 24 $ 101 $ Postage 600 $ 150 $ 173 $ (23) $ Legal Advertising 2,500 $ 625 $ - $ 625 $ Bank Fees 600 $ 150 $ 116 $ 34 $ Other Current Charges 400 $ 100 $ - $ 100 $ Office Supplies 350 $ 88 $ 18 $ 70 $ Election Fees 4,250 $ - $ - $ - $ Meeting Rental Fee 500 $ 125 $ 50 $ 75 $ Property Appraiser Fee 5,417 $ - $ - $ - $ Dues, Licenses & Subscriptions 1,675 $ 419 $ 175 $ 244 $ Total Administrative: 167,372 $ 52,676 $ 42,655 $ 10,021 $ 
Operations & Maintenance Contracts: Aquatic Weed Control 40,000 $ 10,000 $ 6,966 $ 3,034 $ Mowing 98,289 $ 24,572 $ 20,483 $ 4,090 $ Water Quality Monitoring 19,746 $ 4,937 $ 3,291 $ 1,646 $ Repairs & Maintenance: Canal & Retention Pond Maintenance 40,000 $ 10,000 $ 1,000 $ 9,000 $ Security Gates & Signs 750 $ 188 $ - $ 188 $ NPDES Inspection & Fees 6,000 $ 1,500 $ 1,875 $ (375) $ Operating Supplies 500 $ 125 $ - $ 125 $ Contingency 2,500 $ 625 $ - $ 625 $ Total Operations & Maintenance: 207,785 $ 51,946 $ 33,615 $ 18,331 $ 
2

Valencia 
Water Control District 
General Fund 
Statement of Revenues, Expenditures, and Changes in Fund Balance 
For The Period Ending December 31, 2023 Adopted Budget PTrhorrua 1te2d/ B3u1d/g2e3t ThruA 1c2tu/a3l1/23 Variance Capital Improvements Transfer Out - Capital Reserve $ 245,392 $ - $ - $ - Total Reserves $ 245,392 $ - $ - $ - 
Total Expenditures $ 620,549 $ 104,623 $ 76,270 $ 28,353 
Excess Revenues (Expenditures) $ (66,370) $ 133,037 Fund Balance - Beginning $ 66,370 $ 160,900 Fund Balance - Ending $ - $ 293,937 
3

Valencia 
Water Control District 
Capital Reserve 
Statement of Revenues, Expenditures, and Changes in Fund Balance 
For The Period Ending December 31, 2023 Adopted Budget PTrhorrua t1e2d/ B3u1d/g2e3t ThruA 1c2tu/a3l1/23 Variance Revenues: ITnrtaenrsefsetr In $$ 2 3455,,030902 $$ 8 , 7 5 0 - $$ 1 , 2 5 2 - $$ 2 , 5 0 2 - 
Total Revenues $ 280,392 $ 8,750 $ 11,252 $ 2,502 
Expenditures: 
CCaopntiitnalg Oenuctylay $$ 1 9 , 610801 $$ 2 9 , 175905 $$ 4 2 , 191148 $$ ( 1 3 , 1 2336) 
Total Expenditures $ 119,781 $ 29,945 $ 43,032 $ (13,087) 
Excess Revenues (Expenditures) $ 160,611 $ (21,195) $ (31,780) 
Fund Balance - Beginning $ 1,066,244 $ 1,067,757 
Fund Balance - Ending $ 1,226,855 $ 1,035,977 
4

Valencia 
Water Control District 
Month to Month Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sept Total Revenues: Assessments Interest - Tax Roll $$ 2 -00 $$ 2 4 ,7 12955 $$ 1 8 3 ,9 28042 $$ -- $$ -- $$ -- $$ -- $$ -- $$ -- $$ -- $$ -- $$ -- $$$ 2 0 8 , 57 -0989 Total Revenues $ 200 $ 24,920 $ 184,186 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 209,307 
Expenditures: 
Administrative: Supervisor Fees - $ 150 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 150 $ Engineering Fees 3,098 $ 2,100 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 5,198 $ Attorney Fees 1,000 $ 1,000 $ 1,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,000 $ Annual Audit - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ Assessment Roll Certification 5,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 5,000 $ Management Fees 4,440 $ 4,440 $ 4,440 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 13,320 $ Information Technology 150 $ 150 $ 150 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 450 $ Website Maintenance 100 $ 100 $ 100 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 300 $ Insurance 13,614 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 13,614 $ Report Preparation - NPDES - $ 420 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 420 $ Office Lease/Storage 216 $ 216 $ 216 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 648 $ Printing & Binding - $ - $ 24 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 24 $ Postage 4 $ 4 $ 165 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 173 $ Legal Advertising - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ Bank Fees 39 $ 39 $ 39 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 116 $ Other Current Charges - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ Office Supplies 0 $ 0 $ 18 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 18 $ Election Fees - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ Meeting Rental Fee - $ 50 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 50 $ Property Appraiser Fee - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ Dues, Licenses & Subscriptions 175 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 175 $ Total Administrative: 27,836 $ 8,669 $ 6,150 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 42,655 $ 
Operations & Maintenance Contracts: - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ Aquatic Weed Control 2,322 $ 2,322 $ 2,322 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 6,966 $ Mowing 15,892 $ 4,590 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 20,483 $ Water Quality Monitoring 1,646 $ 1,646 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 3,291 $ Repairs & Maintenance: Canal & Retention Pond Maintenance 1,000 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 1,000 $ Security Gates & Signs - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ NPDES Inspection & Fees - $ - $ 1,875 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 1,875 $ Operating Supplies - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ Contingency - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 
Total Field Operations: 20,860 $ 8,558 $ 4,197 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 33,615 $ 
Capital Improvements Transfer Out - Capital Reserves - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ Total Reserves - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 
Total Expenditures 48,696 $ 17,226 $ 10,348 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 76,270 $ 
Excess Revenues (Expenditures) (48,496) $ 7,694 $ 173,839 $ - $ - $ - $ - $ - $ - $ - $ - $ - $ 133,037 $ 
5

GNroests A Asssseessssmmeenntsts $$ 555812,,124708..9916 $$ 554816,,234606..5906 100.00% 100.00% 
Date Distribution Gross Amount Commissions Discount/Penalty Interest Net Receipts O&M Portion Total 111111112221//////01112324589//////222222333333 123456 $1$$$1134$$225558,,,,,,141238890169131456......550189390089 $1$$$,1134$$024570020686......772260161188 $$$114$$$,,,122678113038037357......349258248357 $34$$$$$000008......000005000008 $1$$$1340$$037259,,,,,,024595125560$$$$$$$0123900000001.............00000000244850000000345885 $1$$$0134$$250379,,,,,,024559250156$$$$$$$0200000001139.............00000004802450000000583458 $1$$$1340$$037259,,,,,,024595125560$$$$$$$0123900000001.............00000000244850000000345885 TOTAL $ 219,253.09 $ 2,104.65 $ 8,788.39 $ 348.58 $ 208,708.63 $ 208,708.63 $ 208,708.63 
38.20% Net Percent Collected 
$ 337,657.87 Balance Remaining to Collect 
Valencia 
Water Control District 
Special Assessment Receipts 
Fiscal Year 2024 
ON ROLL ASSESSMENTS 
6

SECTION V 

SECTION A 

Valencia Water Control District 
219 E. Livingston Street, Orlando, FL 32801 
Phone: 407-841-5524 x 101 - Fax: 407-839-1526 
January 9, 2024 
Sea World of Florida, LLC 
Attn: Carlos Varela, Director – Design & Engineering 
9205 South Park Center Loop, Suite 400 
Orlando, FL 32819 
Subject: Permit #0530 
Dear Mr. Varela: 
Sea World of Florida, LLC is hereby granted a construction permit related to the Aquatica 
Parking Expansion project. Approval is granted in accordance with approved plans and hydraulic 
calculations and the following GENERAL AND SPECIFIC CONDITIONS: 
GENERAL CONDITIONS: 
1. That the District or their agents may at any time make such inspections as they may deem 
necessary to ensure that the construction or work is performed in accordance with the 
conditions of this permit. 
2. That the permittee will maintain the work authorized herein during construction and 
thereafter in good condition in accordance with the approved plans. 
3. That the permittee shall comply promptly with any lawful regulations, conditions, or 
instructions affecting the structure or work authorized herein if and when issued by the 
U.S. Environmental Protection Agency, the South Florida Water Management District 
and the Florida Department of Environmental Protection and/or any county or city 
environmental protection agency having jurisdiction to abate or prevent water pollution, 
including thermal or radiation pollution. Such regulations, conditions, or instructions in 
effect or hereafter prescribed by the federal, state, county and city agencies have hereby 
made a condition of this permit. 
4. It is understood and agreed that the rights and privileges herein set out are granted only to 
the extent of the District’s right, title and interest in the land to be entered upon and used 
by the permittee, and the permittee will at all times, assume all risk and indemnify, 
defend and save harmless Valencia Water Control District from and against any and all 
loss, damage, cost or expense arising in any manner on account of the exercise or 
attempted exercises by the permittee of the aforesaid rights and privileges. 

5. The permittee and/or their agents will use every measure to prevent the run-off of turbid 
water into the District’s facilities including, but not limited to, the use of temporary 
ponds, silt barriers, chemical additives and temporary grassing during construction. 
6. If discharge of water by permittee should at any time raise the level of pollutants in the 
District’s water management facility to the point where the District is in violation of a 
statute or regulation, permittee will either: (a) immediately cease such discharge, (b) 
remove pollutants from the water before discharging into District facilities, and pay all 
costs which the District must incur in order to reduce pollution in the District’s facilities 
to acceptable levels. 
7. That all the provisions of this permit shall be binding on any assignee or successor in 
interest of the permittee. 
8. That any modification, suspension or revocation of this permit shall not be the basis for a 
claim for damages against Valencia Water Control District. 
9. The Valencia Water Control District agrees that the issuance of this permit allows the 
passage of water through their canals but in so doing does not assume any responsibility 
for damage to any persons or property. 
10. That the engineer of record certify that the facilities as constructed comply with the 
submitted hydraulic calculations and approved drawings. 
11. That the permittee agrees not to modify or alter the constructed facilities at any future 
time without the express consent of the District. 
12. This permit is valid for 3 years from date of approval or runs concurrently with the 
SFWMD permit, if required, whichever expires first. 
13. That this permit must be executed within 30 days of Board approval or must be brought 
back to the Board for reconsideration. 
END OF GENERAL CONDITIONS 

SPECIFIC CONDITIONS 
1. That the Construction Plans, sheets C02.000; C02.010; C02.020; C02.101; C02.201; 
C02.251; C02.261; C02.271; C02.281; C02.301; C02.500; C02.501; C02.502; C02.503; 
L01.100; L02.100; L02.101; L02.300; L02.301; L02.302; L02.591; L02.700; L02.701; 
L02.702; L02.791 titled Aquatica Orlando 2024 Parking Expansion as recommended for 
approval by the District Engineer on December 20, 2023, become part of this permit. 
Attest: Signature: 
Sea World of Florida, LLC 
Title: 
Attest: Granted by: 
Valencia Water Control District 
By: 
Roy Miller, President 
On this ____ day of ____________, 2024 

WATER PLAY WAY 
PROJECT LOCATION 
INTERNATIONAL DRIVE 
L01.100 GENERAL NOTES / ABBREVIATIONS / SYMBOLS 
L02.100 OVERALL SITE PLAN 
L02.101 OVERALL KEY PLAN 
L02.102 TREE REMOVAL AND PRESERVATION PLAN 
L02.300 HARDSCAPE SCHEDULE & NOTES 
L02.301 HARDSCAPE PLAN 
L02.302 HARDSCAPE PLAN 
L02.591 HARDSCAPE DETAILS 
L02.700 LANDSCAPE SCHEDULE & NOTES 
L02.701 LANDSCAPE PLAN 
L02.702 LANDSCAPE PLAN 
L02.791 LANDSCAPE DETAILS 
OWNER/DEVELOPER 
SEA WORLD OF FLORIDA, LLC 
9205 SOUTH PARK CENTER LOOP 
SUITE 400 
ORLANDO, FL 32819 
407.363.2127 
LANDDESIGN 
100 SOUTH ORANGE AVE., SUITE 200 
ORLANDO, FL 32801 
407.270.7800 
CONTACT NAME: JASON ROSTEK, P.E. 
CIVIL ENGINEER 
VICINITY MAP PROJECT TEAM 
DATE: 
12/14/2023 5:42 PM JONATHAN WILSON P:\ORL\_2023\8123105\CAD\DOCUMENTATION\PLAN SHEETS\8123105_PLN_COVR.DWG 
SHEET INDEX 
0 150 300 600 
12/19/2023 
ORANGE COUNTY, FL 
AQUATICA ORLANDO 2024 PARKING EXPANSION 
INFRASTRUCTURE IMPROVEMENTS - CONSTRUCTION PLAN 
SHEET LIST TABLE 
SHEET NUMBER SHEET TITLE 
C02.000 COVER SHEET AND INDEX OF DRAWINGS 
C02.010 GENERAL NOTES AND ABBREVIATIONS 
C02.020 DRAWING KEY MAP 
C02.101 DEMOLITION AND EROSION CONTROL PLAN 
C02.201 SITE PLAN 
C02.251 SIGNAGE AND STRIPING PLAN 
C02.261 EMERGENCY ACCESS PLAN 
C02.271 EMERGENCY ACCESS PLAN 
C02.281 EMERGENCY ACCESS PLAN 
C02.301 GRADING AND DRAINAGE PLAN 
C02.500 EROSION CONTROL AND DRAINAGE DETAILS 
C02.501 EROSION CONTROL & DRAINAGE DETAILS 
C02.502 SITE DETAILS 
C02.503 PRE-CAST WALL AND UTILITY DETAILS 
LANDSCAPE ARCHITECT 
LANDDESIGN 
100 SOUTH ORANGE AVE., SUITE 200 
ORLANDO, FL 32801 
407.270.7800 
CONTACT NAME: ANDREW GARRELS, PLA 
ARCHITECT 
PGAV DESTINATIONS 
200 NORTH BROADWAY, SUITE 1000 
ST. LOUIS, MO 63102 
314.231.7318 
CONTACT NAME: EMILY PELCAK

DR CK 
DATE 
PGAV 
SHEET NUMBER 
REVISION NO. 
Orlando, FL 
DECEMBER 19, 2023 
65009-10 
REVISION DATE 
CLIENT 
ISSUE FOR BID / 
ISSUE FOR 
PERMIT 
AQO 2024 
THE SEAL AND SIGNATURE APPLY ONLY TO THE DOCUMENT TO 
WHICH THEY ARE AFFIXED, AND EXPRESSLY DISCLAIM ANY 
RESPONSIBILITY FOR ALL OTHER PLANS, SPECIFICATIONS, 
ESTIMATES, REPORTS, OR OTHER DOCUMENTS OR INSTRUMENTS 
RELATING TO OR INTENDED TO BE USED FOR ANY PART OF 
PARTS OF THE ARCHITECTURAL OR ENGINEERING PROJECT 
SEA 
Accessibility for Persons with Disabilities : 
This drawing contains layouts and elements critical 
to providing Access for Disabled Persons. 
Contractor shall provide verification and 
certification of Compliance with the applicable 
accessibility regulations. 
Design Intent : 
Outlines, sketches, or references of possible 
theming, exhibits, and graphics on this drawing are 
for design intent; to show or describe the character, 
scope, relationships, forms, size and appearance 
of the Project, major materials and systems, in 
general, their quality levels, performance 
standards, requirements, or criteria. Engineered 
design, means, methods, manufacture, installation, 
code compliance, operation, safety, and warranties 
are to be provided by the Contractor; including 
engineering documentation signed and sealed by a 
qualified Engineer licensed to practice by the 
authority having jurisdiction. The 
Architect/Designer's review of submittals is for the 
purpose of checking for conformance with 
information given and the design concept 
expressed in the Contract Documents. 
Parking 
Expansion 
100 S. ORANGE AVE., SUITE 200 
ORLANDO, FL 32801 
407.270.7800 
WWW.LANDDESIGN.COM 
ENG. FIRM LICENSE # C-9520 
GENERAL NOTES: 
1. COORDINATE CONSTRUCTION UNDER THIS CONTRACT WITH ALL OTHER SITE CONSTRUCTION 
AND/OR ADJACENT OFF SITE CONSTRUCTION. 
2. FIELD SURVEY THE CLEARING LIMITS AND INSTALL STAKES WITH COLORED RIBBONS FOR 
OWNER'S REPRESENTATIVE'S REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. AFTER 
APPROVAL, INSTALL ALL REQUIRED EROSION AND SEDIMENTATION CONTROL MEASURES 
PRIOR TO CLEARING. 
3. VERTICAL DATUM AND HORIZONTAL DATUM ARE BASED ON THE SEA WORLD GRID 
COORDINATE SYSTEM. 
4. PROTECT ANY SURVEY MONUMENTS LOCATED WITHIN THE LIMITS OF CONSTRUCTION. 
5. PROTECT ANY PUBLIC LAND CORNER MONUMENT LOCATED WITHIN THE LIMITS OF 
CONSTRUCTION. IF IN DANGER OR IF DAMAGED, NOTIFY THE CONSTRUCTION MANAGER 
IMMEDIATELY. 
6. THE LOCATION OF ALL EXISTING UTILITIES AND DRAINAGE STRUCTURES SHOWN ARE BASED 
ON AVAILABLE INFORMATION. PRIOR TO CONSTRUCTION, FIELD LOCATE ALL EXISTING 
FACILITIES WITHIN AND ADJACENT TO THE LIMITS OF CONSTRUCTION. 
7. ALL FLORIDA DEPARTMENT OF TRANSPORTATION INDEXES REFER TO THE LATEST EDITION OF 
THE ROADWAY AND TRAFFIC STANDARD PLANS. 
8. MAINTAIN DAILY RECORD DRAWINGS AT ALL TIMES DURING CONSTRUCTION. RECORD 
DRAWINGS INFORMATION SHALL INCLUDE (AT A MINIMUM) HORIZONTAL LOCATIONS AND 
INVERT ELEVATIONS (AND TOP ELEVATION IF APPLICABLE) OF ALL DRAINAGE AND UTILITY PIPE 
SYSTEMS INCLUDING ALL SLEEVES. INFORMATION SHALL BE LEGIBLY HAND WRITTEN ON THE 
MOST CURRENT SET OF CONSTRUCTION DRAWINGS, AS WELL AS TYPE WRITTEN IN TABULAR 
FORMAT. UPON COMPLETION OF THE PROJECT SUBMIT ONE COMPLETE SET OF RECORD 
DRAWINGS CERTIFIED BY A PROFESSIONAL LAND SURVEYOR REGISTERED IN THE STATE OF 
FLORIDA. 
9. IF HISTORICAL OR ARCHEOLOGICAL ARTIFACTS, SUCH AS INDIAN CANOES, ARE DISCOVERED 
AT ANY TIME WITHIN THE PROJECT SITE, IMMEDIATE NOTIFICATION SHALL BE PROVIDED TO 
THE FOLLOWING: 
A. THE OWNER'S REPRESENTATIVE. 
B. THE SOUTH FLORIDA WATER MANAGEMENT DISTRICT OFFICE (407-686-8800). 
C. THE BUREAU OF HISTORIC PRESERVATION, DIVISION OF HISTORICAL RESOURCES, R.A. 
GRAY BUILDING, 200 S BRONOUGH ST, TALLAHASSEE, FL 32399-0250. 
EROSION CONTROL NOTES: 
1. PROVIDE EROSION AND SEDIMENTATION CONTROL MEASURES AS INDICATED ON THE 
DRAWINGS. PROVIDE ADDITIONAL MEASURES AS NECESSARY UTILIZING INDUSTRY 
STANDARD BEST MANAGEMENT PRACTICES TO AVOID ADVERSE IMPACTS TO JURISDICTIONAL 
AREAS (WETLANDS OR WATER BODIES) AND OFF SITE LANDS AND WATER BODIES. MAINTAIN 
THESE MEASURES DAILY UNTIL CONSTRUCTION ACCEPTANCE BY THE OWNER AND THEN 
REMOVE AND LEGALLY DISPOSE OF SAID MEASURES. 
2. NO DISCHARGE OF CONTAMINANTS INTO SURFACE WATERS WILL BE PERMITTED AT ANY TIME. 
3. DAMAGE TO SURFACE WATERS ADJACENT TO CONSTRUCTION AREAS SHALL BE PREVENTED 
BY DELINEATING THE LIMITS OF CONSTRUCTION, AND INSTALLING SILT FENCES AND 
SEDIMENT BARRIERS PRIOR TO THE COMMENCEMENT OF CONSTRUCTION ACTIVITIES, 
THEREBY RETAINING SEDIMENT WITHIN THE CONSTRUCTION AREA. CONTRACTORS WILL BE 
REQUIRED TO ADEQUATELY MAINTAIN THESE PROTECTION MEASURES AT ALL TIMES. 
4. DURING CONSTRUCTION THE CONTRACTOR SHALL MODIFY OR RELOCATE THE SILT FENCE 
(WITH OWNER'S PRIOR APPROVAL) TO ALLOW FOR ITS ACCESS AND TO COMPLETE 
CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAINTAIN ADEQUATE EROSION 
CONTROL AT ALL TIMES. 
5. ALL SURFACE WATER DISCHARGE FROM SITE, INCLUDING DEWATERING DISCHARGE SHALL 
MEET STATE WATER QUALITY STANDARDS (LESS THAN 29 NTU ABOVE BACKGROUND) PRIOR 
TO REACHING ANY WATERS OF THE STATE INCLUDING WETLANDS. IT IS THE CONTRACTOR'S 
RESPONSIBILITY TO REMAIN IN COMPLIANCE WITH THE FDEP GENERAL PERMIT TO DISCHARGE 
PRODUCED GROUNDWATER OFFSITE. 
6. EROSION AND DUST CONTROL SHALL BE MAINTAINED WITHIN CONSTRUCTION AREAS BY 
QUICKLY STABILIZING DISTURBED AREAS TO PREVENT THE RELEASE OF SEDIMENT. THIS 
SHALL BE ACCOMPLISHED USING GRASS COVER, TURBIDITY FENCES, PERIODIC WATERING, 
AND OTHER BEST MANAGEMENT PRACTICES FOUND IN THE STORMWATER POLLUTION 
PREVENTION PLAN, WHICH ARE ACCEPTABLE TO THE OWNER OR OWNER'S REPRESENTATIVE, 
ENGINEER, AND REGULATORY AGENCIES. 
7. ALL STORM DRAINAGE INLETS AND PIPES SHALL BE PROTECTED FROM SILT, SAND AND 
DEBRIS DURING CONSTRUCTION. ANY ACCUMULATION WITHIN THE STORM DRAINAGE PIPE 
SYSTEM SHALL BE REMOVED WITHOUT PUMPING OR FLUSHING INTO THE PONDS. STORM 
DRAINAGE SYSTEM SHALL BE CLEANED AND FREE OF DEBRIS PRIOR TO OWNER OR OWNER'S 
REPRESENTATIVE ACCEPTANCE. 
8. PROVIDE SOCK DRAIN IN FRONT OF ALL DRAINAGE CURB INLETS AND PROVIDE FILTER FABRIC 
WRAPPED AROUND THE GRATE OF ALL HARDSCAPE INLETS. MAINTAIN THESE MEASURES 
DAILY (WHICH MAY INCLUDE FULL REPLACEMENT AT THE DISCRETION OF THE OWNER OR 
OWNER'S REPRESENTATIVE) TO MINIMIZE SILT ACCUMULATION IN THE STORM DRAINAGE 
SYSTEM. 
9. DURING CONSTRUCTION THE CONTRACTOR SHALL PROVIDE TEMPORARY SEEDING AND 
MULCHING OR SOD FOR AREAS THAT HAVE BEEN CLEARED AND NOT REWORKED WITHIN 7 
CALENDAR DAYS DURING THE WET SEASON (APRIL THROUGH SEPTEMBER) AND 14 CALENDAR 
DAYS DURING THE DRY SEASON (OCTOBER THROUGH MARCH). ALSO, ALL SIDE SLOPES SHALL 
BE SODDED OR SEEDED AND MULCHED WITHIN 7 DAYS DURING WET SEASON AND 14 DAYS 
DURING THE DRY SEASON. 
10.CONTRACTOR SHALL PROVIDE BROOM TRUCK-SWEEPER TO CLEAN/REMOVE EXCESS 
DIRT/DEBRIS FROM ROADWAY INTERSECTIONS, OFF RAMPS, ETC. AS NECESSARY. 
DEMOLITION NOTES: 
1. CONTRACTOR SHALL PROTECT ADJACENT RIGHT-OF-WAYS AND ALL ADJACENT PROPERTIES 
FROM DAMAGE BY SEDIMENTATION OR OTHER POTENTIAL CONSTRUCTION RELATED CAUSES. 
2. CONTRACTOR SHALL REMOVE ALL NON-REUSABLE WASTE MATERIAL, AT THE OWNER'S 
DIRECTION, FOR DISPOSAL OFF-SITE. DISPOSAL SHALL CONFORM TO ALL APPLICABLE 
REGULATIONS. 
3. CONTRACTOR SHALL ACQUAINT THEMSELF WITH THE CONSTRUCTION DOCUMENTS AND 
APPLICABLE PERMITS AND BE RESPONSIBLE FOR PROTECTING ANY EXISTING FACILITY SO 
DESIGNATED OR INDICATED TO BE UTILIZED IN THE WORK. 
4. CONTRACTOR SHALL BE EXTREMELY CAUTIOUS WHEN WORKING NEAR TREES WHICH ARE TO 
BE SAVED, WHETHER SHOWN IN THE DRAWINGS OR DESIGNATED IN THE FIELD. 
CONTRACTOR SHALL COORDINATE WITH THE OWNER REGARDING TREES AND OTHER 
LANDSCAPING TO BE SALVAGED. CONTRACTOR TO REFER TO LATEST APPROVED LANDSCAPE 
DRAWINGS FOR ALL TREE/PLANT PROTECTION DETAILS AND SPECIFICATIONS. CONTRACTOR 
TO NOTIFY ENGINEER OF RECORD AND LANDSCAPE ARCHITECT OF RECORD IMMEDIATELY IF 
ANY DISCREPANCIES ARE FOUND. 
5. CONTRACTOR TO MAINTAIN UTILITY SERVICES (WATER, SEWER, POWER, TELEPHONE, CABLE, 
GAS) TO EXISTING SITE. ANY DISRUPTIONS OF SERVICE ARE TO BE PREVIOUSLY 
COORDINATED WITH THE OWNER. 
6. CONTRACTOR SHALL BE ADVISED THAT WHILE EXCAVATING AND WORKING WITHIN PROJECT 
LIMITS, PREVIOUSLY DEMOLISHED OR UNDEMOLISHED MATERIAL MAY BE ENCOUNTERED. 
CONTRACTOR SHALL COLLECT AND STOCKPILE ENCOUNTERED DEMOLISHED MATERIAL 
WITHIN AN AREA DESIGNATED ON-SITE BY THE OWNER. 
DRAINAGE: 
1. ALL STORM DRAINAGE PIPE GREATER THAN 12 INCHES IN DIAMETER SHALL BE AT A MINIMUM 
CLASS III, WALL B, REINFORCED CONCRETE PIPE (RCP), PER ASTM C-76. 
2. ALL STORM DRAINAGE INLETS AND PIPES SHALL BE PROTECTED FROM SILT, SAND AND 
DEBRIS DURING CONSTRUCTION. ANY ACCUMULATION WITHIN THE STORM DRAINAGE PIPE 
SYSTEM SHALL BE REMOVED WITHOUT PUMPING OR FLUSHING INTO THE STORMWATER 
SYSTEM. STORM DRAINAGE SYSTEM SHALL BE CLEANED AND FREE OF DEBRIS PRIOR TO 
OWNER'S ACCEPTANCE. 
3. PROVIDE SOCK DRAIN IN FRONT OF ALL DRAINAGE CURB INLETS AND PROVIDE FILTER FABRIC 
UNDER THE GRATE OF ALL DITCH BOTTOM INLETS AFTER INITIAL COMPLETION OF THE 
DRAINAGE STRUCTURES. MAINTAIN THESE MEASURES DAILY (WHICH MAY INCLUDE FULL 
REPLACEMENT AT THE DISCRETION OF THE OWNER OR OWNER'S REPRESENTATIVE) TO 
MINIMIZE SILT ACCUMULATION IN THE STORM DRAINAGE SYSTEM. 
4. IN ADDITION TO THE REQUIREMENTS IN THE ENGINEER'S SPECIFICATIONS, ALL DRAINAGE 
SYSTEM CONSTRUCTION SHALL BE COMPLETED IN ACCORDANCE WITH ORANGE COUNTY 
ROAD CONSTRUCTION SPECIFICATIONS. 
5. ALL STORM DRAINAGE MANHOLE COVERS ARE TO BE THE STANDARD ORANGE COUNTY 
COVERS. CONTRACTOR TO PROTECT MANHOLE COVERS FROM DAMAGE THROUGHOUT 
PROJECT CONSTRUCTION. 
6. SOD OR RE-SOD AREAS DISTURBED DURING CONSTRUCTION OF STORM DRAINAGE THROUGH 
EXISTING FACILITIES OR PONDS. 
7. ALL DRAINAGE PIPE JOINTS SHALL BE WRAPPED WITH FILTER FABRIC CLOTH PER FDOT 
STANDARD PLANS 430-001. 
ROADWAY: 
1. SAWCUT EXISTING PAVEMENT AT THE CONNECTIONS TO THE EXISTING ROADWAYS TO FORM 
A SMOOTH TRANSITION. 
2. HORIZONTAL GEOMETRY REFERS TO ROADWAY EDGE OF PAVEMENT. 
3. ALL CURBS (EXISTING OR NEW) SHALL BE PROTECTED FROM CONSTRUCTION DAMAGE. ALL 
CHIPPED OR CRACKED PORTIONS OF CURB SHALL BE REPLACED. IN ADDITION, ANY MORTAR, 
CONCRETE, SOIL AND OTHER DEPOSITS OR STAINS SHALL BE CLEANED TO RETURN THE 
CURBS TO THEIR ORIGINAL CONDITION. 
4. UPON COMPLETION OF FINAL ASPHALT PAVING, TOOL AND CLEAN ALL MANHOLE AND VALVE 
COVERS OF DIRT, DEBRIS AND ASPHALT. ALL MANHOLE AND VALVE COVERS SHALL BE CLEAN 
AND OPERABLE PRIOR TO OWNER'S ACCEPTANCE. 
5. ALL TEMPORARY DEAD END ROADS SHALL HAVE FDOT CASE III SIGNS. 
6. IN ADDITION TO THE REQUIREMENTS IN THESE PLANS, ALL ROADWAY CONSTRUCTION SHALL 
BE COMPLETED IN ACCORDANCE WITH ORANGE COUNTY ROAD CONSTRUCTION 
SPECIFICATIONS AND FLORIDA DEPARTMENT OF TRANSPORTATION STANDARD 
SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, LATEST EDITION. WHERE 
CONFLICTS EXIST BETWEEN REQUIREMENTS, THE MORE STRINGENT REQUIREMENT SHALL 
APPLY. 
7. A LICENSE IS REQUIRED FOR INSTALLATION OF UNDERGROUND UTILITIES. 
8. CONTRACTOR SHALL USE FDOT CERTIFIED FIELD PERSONNEL FOR MAINTENANCE OF 
TRAFFIC OPERATIONS. 
SIGNING AND PAVEMENT MARKINGS: 
1. ALL FINAL PAVEMENT MARKINGS SHALL BE ALKYD THERMOPLASTIC, UNLESS OTHERWISE 
NOTED. ALL TEMPORARY PAVEMENT MARKINGS SHALL BE PAINT. 
2. CONTRACTOR TO RELOCATE EXISTING SIGNAGE WHERE INDICATED ON THE DRAWINGS. 
3. SIGNING AND PAVEMENT MARKINGS ARE TO BE PLACED IN ACCORDANCE WITH THE MANUAL 
ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD), THE ROADWAY AND TRAFFIC DESIGN 
STANDARDS AND THE STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, 
AND ORANGE COUNTY STANDARDS UNLESS OTHERWISE NOTED. 
4. PAVEMENT MARKINGS AT ALL EXISTING/PROPOSED INTERFACE LOCATIONS ARE TO MATCH IN 
TERMS OR ALIGNMENT AND COLOR. 
5. CAUTION SHOULD BE EXERCISED IN THE INSTALLATION OF POST MOUNTED SIGNS IN ORDER 
TO PREVENT POSSIBLE DAMAGE TO BURIED UTILITIES. 
6. SIGN ASSEMBLY LOCATIONS SHOWN ON THE DRAWINGS WHICH ARE IN CONFLICT WITH 
LIGHTING, UTILITIES, DRIVEWAYS, CURB RAMPS, ETC., MAY BE ADJUSTED SLIGHTLY AS 
DIRECTED BY THE OWNER'S REPRESENTATIVE. EXTREME LOCATION CHANGES MUST BE 
APPROVED BY THE ENGINEER OF RECORD. 
7. ALL EXISTING SIGNS ARE TO REMAIN UNLESS OTHERWISE NOTED. ANY SIGNS TO REMAIN 
THAT ARE DAMAGED DURING THE CONSTRUCTION PROCESS SHALL BE REPLACED IN KIND AT 
THE CONTRACTOR'S EXPENSE. 
8. ANY EXISTING PAVEMENT MARKINGS SCHEDULED TO REMAIN WHICH ARE DAMAGED DURING 
CONSTRUCTION SHALL BE REPLACED IN KIND AT THE CONTRACTORS EXPENSE. 
STORMWATER MANAGEMENT AND DRAINAGE SYSTEM 
NOTES: 
1. ON-SITE STORMWATER MANAGEMENT AND DRAINAGE SYSTEM WILL BE PRIVATELY OWNED 
AND MAINTAINED. 
AASHO AMERICAN ASSOCIATION OF 
STATE HIGHWAY OFFICIALS 
AASHTO AMERICAN ASSOCIATION OF 
STATE HIGHWAY AND 
TRANSPORTATION 
OFFICIALS 
ABD ABANDONED 
AC ACRE 
ADDL ADDITIONAL 
ALT ALTERNATE 
ALUM ALUMINUM 
APPROX APPROXIMATE 
ARV AIR RELEASE VALVE 
ARVV AIR RELEASE VACUUM 
VALVE 
ASPH ASPHALT 
ASTM AMERICAN SOCIETY FOR 
TESTING MATERIALS 
------------------------- 
BFP BACKFLOW PREVENTER 
B/L BASE LINE 
BLDG BUILDING 
BLK BLOCK 
BM BENCHMARK 
BEND11 11.25° PIPE FITTING 
BEND22 22.5° PIPE FITTING 
BEND45 45° PIPE FITTING 
BEND90 90° PIPE FITTING 
BO BLOW-OFF 
BOC BACK OF CURB 
BRG BEARING 
BS BOTTOM STEP ELEVATION 
BV BUTTERFLY VALVE 
BW BOTTOM OF WALL 
------------------------- 
C&G CURB AND GUTTER 
CB CATCH BASIN 
CD CONDENSATE PIPE 
CEM CEMENT 
CFS CUBIC FEET PER SECOND 
CI CAST IRON 
CV CHECK VALVE 
C/L CENTER LINE 
CL CLEARANCE 
CM CONCRETE MONUMENT 
CMP CORRUGATED METAL PIPE 
CMPA CORRUGATED METAL 
PIPE ARCH 
CND CONDUIT 
CO CLEAN OUT 
COL COLUMN 
CONC CONCRETE 
CONN CONNECTION 
CONST CONSTRUCT 
CONT CONTINUOUS 
CONTR CONTRACTOR 
COR CORNER 
CPLG COUPLING 
CTG COATING 
CTR CENTER 
CATV CABLE TELEVISION 
CULV CULVERT 
CY CUBIC YARD 
------------------------- 
D DEGREE OF CURVATURE 
DA DRAINAGE AREA 
DBL DOUBLE 
DDCVA DOUBLE DETECTOR CHECK 
VALVE ASSEMBLY 
DIA DIAMETER 
DIP DUCTILE IRON PIPE 
DR DRAIN 
DWG DRAWING 
------------------------- 
E EAST 
EA EACH 
ECC ECCENTRIC 
EL ELEVATION 
ELEC ELECTRIC 
ELLIP ELLIPTICAL 
EOP EDGE OF PAVEMENT 
EQ EQUATION 
ESMT EASEMENT 
EX ELEV EXISTING ELEVATION 
EXIST EXISTING 
------------------------- 
FDOT FLORIDA DEPARTMENT OF 
TRANSPORTATION 
F.F. FINISH FLOOR ELEVATION 
FH FIRE HYDRANT 
FIT FITTING 
FLG FLANGE 
FM FORCEMAIN 
FL FLOW LINE 
FT FEET OR FOOT 
------------------------- 
GA GUAGE 
GAL GALLON 
GALV GALVANIZED 
GM GAS MAIN 
GPM GALLONS PER MINUTE 
GR GRADE 
GRT GRATE 
GRTG GRATING 
GV GATE VALVE 
GPH GALLONS PER HOUR 
------------------------- 
HB HOSE BIBB 
HDPE HIGH DENSITY 
POLYETHYLENE 
HORZ HORIZONTAL 
HP HORSEPOWER 
HT HEIGHT 
HWL HIGH WATER LEVEL 
------------------------- 
ID INSIDE DIAMETER 
IN INCHES 
INL INLET 
INSTL INSTALL 
INTR INTERIOR 
IP IRON PIPE 
INV INVERT 
IW INDUSTRIAL WATER (FIRE) 
------------------------- 
JB JUNCTION BOX 
JCT JUNCTION 
JT JOINT 
------------------------- 
L LENGTH OF CURVE 
LAT LATERAL 
LBS POUNDS 
LBR LIMEROCK BEARING RATIO 
LF LINEAR FEET 
LOW LIMIT OF WORK 
LP LIGHT POLE 
LT LEFT 
LWL LOW WATER LEVEL 
------------------------- 
MATL MATERIAL 
MAX MAXIMUM 
MECH MECHANICAL 
MEG MATCH EXISTING GRADE 
MGD MILLION GALLONS PER DAY 
MH MANHOLE 
MI MILE 
MIN MINIMUM 
MISC MISCELLANEOUS 
MJ MECHANICAL JOINT 
MON MONUMENT 
------------------------- 
N NORTH 
N&C NAIL AND CAP 
NE NORTHEAST 
NO NUMBER 
NOM NOMINAL 
NTS NOT TO SCALE 
NW NORTHWEST 
NWE NORMAL WATER ELEVATION 
------------------------- 
OC ON CENTER 
OD OUTSIDE DIAMETER 
OPNG OPENING 
OPP OPPOSITE 
OVFL OVERFLOW 
OVHD OVERHEAD 
------------------------- 
PVMT PAVEMENT 
PCC POINT OF COMPOUND 
CURVE 
PEP POLYETHYLENE PIPE 
PI POINT OF INTERSECTION 
P/L PROPERTY LINE 
POB POINT OF BEGINNING 
POC POINT OF CONNECTION 
PC POINT OF CURVE 
POJ PUSH ON JOINT 
PP POWER POLE 
PRC POINT OF REVERSE CURVE 
PRM PERMANENT REFERENCE 
MONUMENT 
PROP PROPOSED 
PROJ PROJECT 
PT POINT OF TANGENCY 
PVC POLYVINYL CHLORIDE 
PV PLUG VALVE 
PW POTABLE WATER 
------------------------- 
Q DISCHARGE (FLOW RATE) 
------------------------- 
R RADIUS 
RNG RANGE 
RCP REINFORCED CONCRETE 
PIPE 
RCPA REINFORCED CONCRETE 
PIPE ARCH 
RD ROOF DRAIN 
RED REDUCER 
REINF REINFORCED 
REQD REQUIRED 
RP RADIUS POINT 
RPZBFP REDUCED PRESSURE ZONE 
BACKFLOW PREVENTER 
RT RIGHT 
R/W RIGHT-OF-WAY 
------------------------- 
S SOUTH 
SCHED SCHEDULE 
SE SOUTHEAST 
SECT SECTION 
SGL SINGLE 
SHTG SHEETING 
SL SLOPE 
SPCG SPACING 
SPEC SPECIFICATION 
SF SQUARE FOOT 
SQ SQUARE 
SAN SANITARY SEWER 
SST STAINLESS STEEL 
STA STATION 
STD STANDARD 
STL STEEL 
STS STORM SEWER 
SW SOUTHWEST, SIDEWALK 
SYM SYMMETRICAL 
STR STRUCTURE 
------------------------- 
T TANGENT 
TBM TEMPORARY BENCHMARK 
TBR TO BE REMOVED 
TC TOP OF CURB 
TEL TELEPHONE 
TEMP TEMPORARY 
THK THICKNESS 
TOB TOP OF BANK 
TRANS TRANSITION 
TS TOP STEP ELEVATION 
TW TOP OF WALL 
TWP TOWNSHIP 
TYP TYPICAL 
------------------------- 
UD UNDERDRAIN W/SOCK 
USC&GS U.S. COASTAL & GEODETIC 
SURVEY (NOW NATIONAL 
GEODETIC SURVEY) 
USGS U.S. GEODETIC SURVEY 
UTC UNDERGROUND 
TELEPHONE CABLE 
UTVC UNDERGROUND TELEVISION 
CABLE 
UELEC UNDERGROUND 
ELECTRICAL CABLE 
------------------------- 
VC VERTICAL CURVE 
VCP VITRIFIED CLAY PIPE 
VERT VERTICAL 
VPC VERTICAL POINT OF CURVE 
VPI VERTICAL POINT OF 
INTERSECTION 
VPT VERTICAL POINT OF 
TANGENCY 
------------------------- 
W WEST 
W/ WITH 
WM WATERMAIN 
W/O WITHOUT 
WWF WELDED WIRE FABRIC 
WT WEIGHT 
------------------------- 
X COORDINATE DISTANCE 
(EAST-WEST) 
XING CROSSING 
RD ROAD 
------------------------- 
Y COORDINATE DISTANCE 
(NORTH-SOUTH) 
YDS YARDS 
------------------------- 
CIVIL STANDARD ABBREVIATIONS 
GENERAL 
NOTES AND 
ABBREVIATIONS 
C02.010 Know what's below. 
Call before you dig.

T 
T 
T 
T 
EXIT 
STOPSTOP 
STOP 
STOP STOP STOP STOP 
STOP STOP STOP STOP 
STOP 
X X X X 
X X 
X 
X X 
X X X X 
X 
X X X X X X 
X X X X X 
STOP X C X C X C X C X C X C X C X C X C 
STOP STOP STOP 
INTERNATIONAL DRIVE 
EXISTING AQUATICA 
WATER PARK 
EXISTING SURFACE 
PARKING 
1" = 60' 
0 30 60 120 
DR CK 
DATE 
PGAV 
SHEET NUMBER 
REVISION NO. 
Orlando, FL 
DECEMBER 19, 2023 
65009-10 
REVISION DATE 
CLIENT 
ISSUE FOR BID / 
ISSUE FOR 
PERMIT 
AQO 2024 
THE SEAL AND SIGNATURE APPLY ONLY TO THE DOCUMENT TO 
WHICH THEY ARE AFFIXED, AND EXPRESSLY DISCLAIM ANY 
RESPONSIBILITY FOR ALL OTHER PLANS, SPECIFICATIONS, 
ESTIMATES, REPORTS, OR OTHER DOCUMENTS OR INSTRUMENTS 
RELATING TO OR INTENDED TO BE USED FOR ANY PART OF 
PARTS OF THE ARCHITECTURAL OR ENGINEERING PROJECT 
SEA 
Accessibility for Persons with Disabilities : 
This drawing contains layouts and elements critical 
to providing Access for Disabled Persons. 
Contractor shall provide verification and 
certification of Compliance with the applicable 
accessibility regulations. 
Design Intent : 
Outlines, sketches, or references of possible 
theming, exhibits, and graphics on this drawing are 
for design intent; to show or describe the character, 
scope, relationships, forms, size and appearance 
of the Project, major materials and systems, in 
general, their quality levels, performance 
standards, requirements, or criteria. Engineered 
design, means, methods, manufacture, installation, 
code compliance, operation, safety, and warranties 
are to be provided by the Contractor; including 
engineering documentation signed and sealed by a 
qualified Engineer licensed to practice by the 
authority having jurisdiction. The 
Architect/Designer's review of submittals is for the 
purpose of checking for conformance with 
information given and the design concept 
expressed in the Contract Documents. 
Parking 
Expansion 
100 S. ORANGE AVE., SUITE 200 
ORLANDO, FL 32801 
407.270.7800 
WWW.LANDDESIGN.COM 
ENG. FIRM LICENSE # C-9520 
C02.101 
C02.201 
C02.251 
C02.261 
C02.271 
C02.281 
C02.301 
DRAWING 
KEY MAP 
C02.020

24" FM 
30" FM 
18" RM 
12" RM 
OVERHEAD ELECTRIC WIRES 
OVERHEAD ELECTRIC WIRES 
OVERHEAD ELECTRIC WIRES 
OHE 
OHE
OHE 
OHE 
OHE 
OHE
OHE 
30"WM 30"WM 
OHE 
OHE 
OHE 
SF SF SF SF SF SF SF SF SF 
SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF 
SF SF SF SF SF SF SF SF SF SF SF 
X X X X X X X X X X X X X X X X X 
X X X X X X X X X X X X X X X X X X X X X X X X X X X 
X X X X X X X 
X X X X X X X X X X X X X X X X X X X X X X X X X X 
LIMITS OF CONSTRUCTION 
EXISTING STRIPING TO BE REMOVED 
BY OWNER APPROVED METHODS 
SINGLE ROW SILT FENCE 
6' TEMPORARY CONSTRUCTION 
FENCE WO/SCRIM 
EXISTING STRIPING TO BE REMOVED 
BY OWNER APPROVED METHODS 
PROPERTY LINE 
93 
92 
95 
93
94 
95 
96 
97 
92 
96 
97 
95 
94 
96 
97 
94 
94 
92 
6' TEMPORARY CONSTRUCTION 
FENCE W/SCRIM 
INLET SEDIMENT 
FILTER 
INLET SEDIMENT 
FILTER 
X 
X 
TEMPORARY CONSTRUCTION 
ACCESS GATE W/SCRIM. 
END FENCE W/SCRIM 
BEGIN FENCE WO/SCRIM 
END FENCE WO/SCRIM 
BEGIN FENCE W/SCRIM 
SAWCUT AND REMOVE 
EXISTING PAVEMENT 
SAWCUT AND REMOVE EXISTING PAVEMENT 
SF SF SF SF SF SF SF SF SF SF 
SF 
SF SF SF SF SF SF SF SF SF SF 
12' OF EXISTING CURB TO BE REMOVED 
95 
96 
96 
95 
95 
92 
92 
93 
93 
94 
94 
EXISTING DRY 
DETENTION POND 
SF 
SF SF SF 
SF SF 
SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF 
SF SF SF SF 
SF 
LIMITS OF CONSTRUCTION 
EXISTING DRAINAGE 
STRUCTURE TO BE 
REPLACED, SEE SHEET 
C02.301 FOR PROPOSED 
CONDITION 
SINGLE ROW SILT FENCE 
X X X X X X X X X X 
X X 
X X X X X X X X X X X X X X X X X X X X X X X X X X X 
X X X X X X X 
X X 
X X X X X X
SF 
SF 
SF 
EXISTING 
SURFACE PARKING 
EXISTING 30" 
WATER MAIN 
EXISTING 30" 
WATER MAIN 
EXISTING 20' WATER 
LINE EASEMENT PER 
EXISTING 24" 
FORCE MAIN 
EXISTING 18" 
RECLAIMED 
MAIN 
EXISTING 30" 
FORCE MAIN 
EXISTING 12" 
RECLAIMED 
MAIN 
EXISTING 20' 
ORANCE COUNTY 
SEWER EASEMENT 
PER ORB XXX 
EXISTING 20' 
ORANCE COUNTY 
CONSTRUCTION 
EASEMENT PER 
ORB XXX 
LEGEND 
LIMITS OF CONSTRUCTION. 
PROPERTY LINE 
SINGLE ROW SILT FENCE. 
6' HIGH TEMPORARY CONSTRUCTION 
FENCE W/SCRIM. 
6' HIGH TEMPORARY CONSTRUCTION 
FENCE WO/SCRIM. 
ASPHALT PAVEMENT TO BE SAWCUT AND 
REMOVED 
LIMITS OF CLEARING 
INLET SEDIMENT FILTER 
SF 
GENERAL NOTES 
1. CONTRACTOR TO COORDINATE ALL UTILITY OUTAGES 
WITH PROPERTY OWNER PRIOR TO THE DEMOLITION 
AND CONSTRUCTION OF ALL UTILITY WORK. 
X X 
X X 
1" = 30' 
0 15 30 60 
DR CK 
DATE 
PGAV 
SHEET NUMBER 
REVISION NO. 
Orlando, FL 
DECEMBER 19, 2023 
65009-10 
REVISION DATE 
CLIENT 
ISSUE FOR BID / 
ISSUE FOR 
PERMIT 
AQO 2024 
THE SEAL AND SIGNATURE APPLY ONLY TO THE DOCUMENT TO 
WHICH THEY ARE AFFIXED, AND EXPRESSLY DISCLAIM ANY 
RESPONSIBILITY FOR ALL OTHER PLANS, SPECIFICATIONS, 
ESTIMATES, REPORTS, OR OTHER DOCUMENTS OR INSTRUMENTS 
RELATING TO OR INTENDED TO BE USED FOR ANY PART OF 
PARTS OF THE ARCHITECTURAL OR ENGINEERING PROJECT 
SEA 
Accessibility for Persons with Disabilities : 
This drawing contains layouts and elements critical 
to providing Access for Disabled Persons. 
Contractor shall provide verification and 
certification of Compliance with the applicable 
accessibility regulations. 
Design Intent : 
Outlines, sketches, or references of possible 
theming, exhibits, and graphics on this drawing are 
for design intent; to show or describe the character, 
scope, relationships, forms, size and appearance 
of the Project, major materials and systems, in 
general, their quality levels, performance 
standards, requirements, or criteria. Engineered 
design, means, methods, manufacture, installation, 
code compliance, operation, safety, and warranties 
are to be provided by the Contractor; including 
engineering documentation signed and sealed by a 
qualified Engineer licensed to practice by the 
authority having jurisdiction. The 
Architect/Designer's review of submittals is for the 
purpose of checking for conformance with 
information given and the design concept 
expressed in the Contract Documents. 
Parking 
Expansion 
100 S. ORANGE AVE., SUITE 200 
ORLANDO, FL 32801 
407.270.7800 
WWW.LANDDESIGN.COM 
ENG. FIRM LICENSE # C-9520 
DEMOLITION AND 
EROSION 
CONTROL PLAN 
C02.101

PAVEMENT SPLICE 
PAVEMENT SPLICE 
6" STRAIGHT CURB 
(TYP) 
6" STRAIGHT CURB 
(TYP) 
6" STRAIGHT CURB 
(TYP) 
6" STRAIGHT CURB 
(TYP) 
6" STRAIGHT CURB 
(TYP) 
6" STRAIGHT CURB 
(TYP)
6" STRAIGHT CURB 
(TYP) 
6" STRAIGHT CURB 
(TYP) 
5' WIDE CONCRETE SIDEWALK 
WITH INTEGRAL CURB 
(TYP) 
20' 5'
5' 20' 
20' WIDE HEAVY DUTY
ASPHALT FIRE LANE 
20' WIDE HEAVY DUTY
ASPHALT FIRE LANE 
R2 
R3 
R3 
R2 
R3 
R3 
R2 
R3 
R3 
R2 
R3 
R18
R3 
R3 
R3 
R3 
R3 
R3 
R3 
R3
R3 
R3 
R3 
R3
R3 
R3 
R3 
R3 
R3 
R3 
R3 
R3 
R3 
R3 
R3 
R3 
R3 
R3 
R3 
R3 
R3 
R3 
R3 
R3 
R3 
R3 
LIMITS OF CONSTRUCTION 
LIMITS OF CONSTRUCTION 
PROPERTY LINE 
PROPERTY LINE 
MATCH EXISTING AND CONSTRUCT DECORATIVE 
PRE-CAST 8' HIGH SCREEN WALL (OWNER TO 
SELECT DESIGN SIMILAR TO EXISTING WALL 
FROM AVAILABLE PRE-CAST WALL OPTIONS). SEE 
SHEET C02.503, DETAIL 1 FOR DESIGN INTENT. 
20' WIDE HEAVY DUTY 
ASPHALT FIRE LANE 
5' WIDE CONCRETE SIDEWALK 
WITH INTEGRAL CURB 
(TYP) 
R3 
R3 
EDGE OF PAVEMENT 
BEGIN 6" STRAIGHT CURB 
18' 
CONNECT TO EXISTING SIDEWALK 
WITH INTEGRAL CURB 
6" STRAIGHT CURB 
(TYP) 
6" STRAIGHT CURB 
(TYP) 
CONNECT 6" 
STRAIGHT CURB 
TO EXSTING 
6" STRAIGHT CURB 
(TYP) 
6" STRAIGHT CURB 
(TYP) 
6" STRAIGHT CURB 
(TYP) 
6" STRAIGHT CURB 
(TYP) 
EXISTING DRY 
DETENTION POND 
RP 
N:1281.56 
E:1280.97
RP 
N:1254.36 
E:1295.51 
RP 
N:1254.37 
E:1282.12 
RP 
N:1287.48 
E:1459.94 
RP 
N:1287.47 
E:1463.41 RP 
N:1254.33 
E:1482.54 
RP 
N:1254.33 
E:1479.07 
RP 
N:1287.45 
E:1605.49 
RP 
N:1287.45 
E:1608.95 
RP 
N:1254.31 
E:1624.62 
RP 
N:1254.31 
E:1628.09 
RP 
N:1227.01 
E:1281.28
RP 
N:1197.22 
E:1297.32 
RP 
N:1197.23 
E:1282.45 
RP 
N:1230.33 
E:1461.80 
RP 
N:1230.33 
E:1465.26 
RP 
N:1197.19 
E:1484.40 
RP 
N:1197.19 
E:1480.93 
RP 
N:1230.31 
E:1607.30 
RP 
N:1230.31 
E:1610.76 
RP 
N:1197.17 
E:1626.43 
RP 
N:1197.17 
E:1629.90 
RP 
N:1173.17 
E:1612.57 
RP 
N:1173.17 
E:1609.11 
RP 
N:1140.02 
RP E:1631.71 
N:1140.03 
E:1628.24 
RP 
N:1173.19 
E:1467.07 
RP 
N:1173.19 
E:1463.61 
RP 
N:1140.05 
E:1486.20 
RP 
N:1140.05 
E:1482.74 
RP 
N:1172.46 
E:1281.60 
RP 
N:1140.08 
E:1299.13 
RP 
N:1140.09 
E:1282.78 
RP 
N:1117.09 
E:1282.38 
RP 
N:1082.94 
E:1300.94 
RP 
N:1116.05 
E:1465.42 
RP 
N:1116.05 
E:1468.88 
RP 
N:1082.91 
E:1488.01 
RP 
N:1082.91 
E:1484.55 
RP 
N:1116.03 
E:1610.92 
RP 
N:1116.03 
E:1614.38 
RP 
N:1082.89 
E:1630.05 
RP 
N:1082.88 
E:1633.52 
RP 
N:1056.91 
E:1477.63 
RP 
N:1056.91 
E:1474.16 
N:1056.95 
E:1280.17 
N:1056.88 
E:1650.83 
N:1242.30 
E:1650.36 
N:1185.16 
E:1650.70 
N:1266.68 
E:1650.22 
N:1128.02 
E:1651.03 
N:1069.89 
E:1651.36 
N:1298.50 
E:1268.87 
N:1242.37 
E:1269.19 
N:1185.23 
E:1269.52 
N:1128.09 
E:1269.85 
N:1069.95 
E:1270.19 
N:1288.50 
E:1268.93 
N:1037.63 
E:1271.90 
N:1037.59 
E:1460.12 
N:1037.59 
E:1469.36 
N:1037.56 
E:1636.79 
CONNECT 6" 
STRAIGHT CURB 
TO EXSTING 
PROPOSED 
POND 
MODIFICATION 
LIMITS OF CONSTRUCTION. 
PROPERTY LINE. 
20' WIDE FIRE LANE. 
PROPOSED CONSTRUCTION. 
EXISTING TO REMAIN. 
PROPOSED LIGHT DUTY ASPHALT PAVEMENT. 
PROPOSED HEAVY DUTY ASPHALT PAVEMENT. 
PROPOSED 4" THICK CONCRETE, 3000 PSI. 
PROPOSED LIGHT POLE (LP) LOCATION. 
LEGEND 
1. CONTRACTOR SHALL OBTAIN CAD FILES FROM OWNER 
FOR LAYOUT, GEOMETRY AND CONSTRUCTION 
STAKING OF ALL PROPOSED IMPROVEMENTS. 
2. ALL NON-PAVED DISTURBED AREAS WILL BE SODDED 
OR LANDSCAPED (SEE LANDSCAPE PLANS FOR 
DETAILS) 
3. ALL DIMENSIONS AND COORDINATES ARE TO FACE OF 
CURB AND/OR EDGE OF PAVEMENT UNLESS 
OTHERWISE NOTED. 
4. ALL CURB FACE RADII FOR LANDSCAPE ISLANDS SHALL 
BE 2' TYPICAL UNLESS OTHERWISE NOTED. 
5. CONCRETE SIDEWALK RAMPS SHALL BE CONSTRUCTED 
W/ MAX 1:12 SLOPE & DETECTABLE WARNING SHALL BE 
TRUNCATED DOMES (COLOR TO BE PICKED BY 
PROPERTY OWNER) AS APPROVED BY APPLICABLE 
LOCAL, STATE & FEDERAL REQUIREMENTS & INSTALLED 
ACCORDING TO FDOT STD. INDEX NO. 522-02 OR A.D.A. 
STANDARDS, WHICHEVER IS MORE RESTRICTIVE. 
TAPER CURBS AS NEEDED WHERE APPLICABLE. 
6. ALL SITE CONSTRUCTION MUST BE IN COMPLIANCE 
WITH THE AMERICANS WITH DISABILITIES ACT AND THE 
FLORIDA ACCESSIBILITY CODE. 
NOTES: 
1" = 30' 
0 15 30 60 
DR CK 
DATE 
PGAV 
SHEET NUMBER 
REVISION NO. 
Orlando, FL 
DECEMBER 19, 2023 
65009-10 
REVISION DATE 
CLIENT 
ISSUE FOR BID / 
ISSUE FOR 
PERMIT 
AQO 2024 
THE SEAL AND SIGNATURE APPLY ONLY TO THE DOCUMENT TO 
WHICH THEY ARE AFFIXED, AND EXPRESSLY DISCLAIM ANY 
RESPONSIBILITY FOR ALL OTHER PLANS, SPECIFICATIONS, 
ESTIMATES, REPORTS, OR OTHER DOCUMENTS OR INSTRUMENTS 
RELATING TO OR INTENDED TO BE USED FOR ANY PART OF 
PARTS OF THE ARCHITECTURAL OR ENGINEERING PROJECT 
SEA 
Accessibility for Persons with Disabilities : 
This drawing contains layouts and elements critical 
to providing Access for Disabled Persons. 
Contractor shall provide verification and 
certification of Compliance with the applicable 
accessibility regulations. 
Design Intent : 
Outlines, sketches, or references of possible 
theming, exhibits, and graphics on this drawing are 
for design intent; to show or describe the character, 
scope, relationships, forms, size and appearance 
of the Project, major materials and systems, in 
general, their quality levels, performance 
standards, requirements, or criteria. Engineered 
design, means, methods, manufacture, installation, 
code compliance, operation, safety, and warranties 
are to be provided by the Contractor; including 
engineering documentation signed and sealed by a 
qualified Engineer licensed to practice by the 
authority having jurisdiction. The 
Architect/Designer's review of submittals is for the 
purpose of checking for conformance with 
information given and the design concept 
expressed in the Contract Documents. 
Parking 
Expansion 
100 S. ORANGE AVE., SUITE 200 
ORLANDO, FL 32801 
407.270.7800 
WWW.LANDDESIGN.COM 
ENG. FIRM LICENSE # C-9520 
SITE PLAN 
C02.201

STOP STOP STOP 
60°
TYP 
60°
TYP 
60°
TYP 
60°
TYP 
60°
TYP 
25.2' 20' 
25.2' 20' 
25.2' 20' 
25.2' 20' 
25.2' 
21.82' 20' 39.14' 18' 39.14' 18' 39.14' 18' 39.14' 9' 
10.39' TYP 
10.39' TYP 
10.39' TYP 10.39' TYP 
10.39' TYP 
10.39' TYP 
10.39' TYP 
10.39' TYP 
10.39' TYP 
10.39' TYP 
10' 9' 9' 9' 
9' TYP 
9' TYP 
9' TYP 
9' TYP 
9' TYP 
31.07'
32.55' 
29.59'
34.03'
51.96'
53.44'
54.92'
56.4' 
35.51' 
R10' 
R10' 
R10' 
R10' 
17 13 
17 13 
17 13 
17 13 
17 13 
17 13 
17 13 
17 
13 
18 16 
1 
1 
1 
1 
4" WHITE THERMOPLASTIC PARKING 
STALL STRIPING (TYP) 
4" WHITE THERMOPLASTIC PARKING STALL STRIPING 
(TYP) 
4" WHITE THERMOPLASTIC PARKING STALL STRIPING 
(TYP) 
4" WHITE THERMOPLASTIC PARKING STALL STRIPING 
(TYP) 
4" WHITE THERMOPLASTIC PARKING STALL STRIPING 
(TYP) 
4" WHITE THERMOPLASTIC 
PARKING STALL STRIPING (TYP) 
4" WHITE THERMOPLASTIC 
PARKING STALL STRIPING (TYP) 
4" WHITE THERMOPLASTIC 
PARKING STALL STRIPING (TYP) 
4" WHITE THERMOPLASTIC 
PARKING STALL STRIPING (TYP) 
9' TYP 
9' TYP 
9' TYP 
9' TYP 
9' TYP 
4" WHITE THERMOPLASTIC 
PERIMETER STRIPE WITH 4" 
WHITE @ 45°, 4.0' O.C. 
TYP 
4" WHITE THERMOPLASTIC 
PERIMETER STRIPE WITH 4" 
WHITE @ 45°, 4.0' O.C. 
TYP 
LIMITS OF CONSTRUCTION 
LIMITS OF CONSTRUCTION 
PROPERTY LINE 
PROPERTY LINE 
24" WHITE THERMOPLASTIC STOP BAR WITH 48" 
WHITE PAVEMENT MESSAGE AND 72" WHITE 
PAVEMENT ARROW 
TYP 
24" WHITE THERMOPLASTIC STOP BAR 
WITH 48" WHITE PAVEMENT MESSAGE 
AND 72" WHITE PAVEMENT ARROW 
TYP 
72" WHITE THERMOPLASTIC PAVEMENT ARROW 
TYP 
72" WHITE THERMOPLASTIC 
PAVEMENT ARROW 
TYP 
72" WHITE THERMOPLASTIC PAVEMENT ARROW 
TYP 
72" WHITE THERMOPLASTIC PAVEMENT ARROW 
TYP 
14'
TYP 
EXISTING DRY 
DETENTION POND 
60°
TYP 
60°
TYP 
60°
TYP 
60°
TYP 
60°
TYP 
18' 
PROPOSED 
POND 
MODIFICATION 
EXISTING 
SURFACE PARKING 
LIMITS OF CONSTRUCTION. 
PROPERTY LINE. 
PROPOSED CONSTRUCTION. 
EXISTING TO REMAIN. 
NUMBER OF PROPOSED PARKING SPACES. 
TRAFFIC SIGN. 
TRAFFIC SIGN WITH BOLLARD BASE. 
LEGEND 
6 
1. CONTRACTOR SHALL OBTAIN CAD FILES FROM OWNER 
FOR LAYOUT, GEOMETRY AND CONSTRUCTION 
STAKING OF ALL PROPOSED IMPROVEMENTS. 
2. ALL DIMENSIONS AND COORDINATES ARE TO FACE OF 
CURB AND/OR EDGE OF PAVEMENT UNLESS 
OTHERWISE NOTED. 
3. ALL CURB FACE RADII FOR LANDSCAPE ISLANDS SHALL 
BE 2' TYPICAL UNLESS OTHERWISE NOTED. 
4. ALL SIGNS SHALL CONFORM TO THE MANUAL ON 
UNIFORM CONTROL DEVICES. 
NOTES: 
1" = 30' 
0 15 30 60 
DR CK 
DATE 
PGAV 
SHEET NUMBER 
REVISION NO. 
Orlando, FL 
DECEMBER 19, 2023 
65009-10 
REVISION DATE 
CLIENT 
ISSUE FOR BID / 
ISSUE FOR 
PERMIT 
AQO 2024 
THE SEAL AND SIGNATURE APPLY ONLY TO THE DOCUMENT TO 
WHICH THEY ARE AFFIXED, AND EXPRESSLY DISCLAIM ANY 
RESPONSIBILITY FOR ALL OTHER PLANS, SPECIFICATIONS, 
ESTIMATES, REPORTS, OR OTHER DOCUMENTS OR INSTRUMENTS 
RELATING TO OR INTENDED TO BE USED FOR ANY PART OF 
PARTS OF THE ARCHITECTURAL OR ENGINEERING PROJECT 
SEA 
Accessibility for Persons with Disabilities : 
This drawing contains layouts and elements critical 
to providing Access for Disabled Persons. 
Contractor shall provide verification and 
certification of Compliance with the applicable 
accessibility regulations. 
Design Intent : 
Outlines, sketches, or references of possible 
theming, exhibits, and graphics on this drawing are 
for design intent; to show or describe the character, 
scope, relationships, forms, size and appearance 
of the Project, major materials and systems, in 
general, their quality levels, performance 
standards, requirements, or criteria. Engineered 
design, means, methods, manufacture, installation, 
code compliance, operation, safety, and warranties 
are to be provided by the Contractor; including 
engineering documentation signed and sealed by a 
qualified Engineer licensed to practice by the 
authority having jurisdiction. The 
Architect/Designer's review of submittals is for the 
purpose of checking for conformance with 
information given and the design concept 
expressed in the Contract Documents. 
Parking 
Expansion 
100 S. ORANGE AVE., SUITE 200 
ORLANDO, FL 32801 
407.270.7800 
WWW.LANDDESIGN.COM 
ENG. FIRM LICENSE # C-9520 
SIGNAGE AND 
STRIPING PLAN 
C02.251

STOP STOP STOP 
ORANGE COUNTY 95-PLATFORM 
ORANGE COUNTY 95-PLATFORM 
20' FIRE LANE 
EXISTING DRY 
DETENTION POND 
PROPOSED 
POND 
MODIFICATION 
20' FIRE LANE 
20' FIRE LANE 
Lock to Lock Time 
Track 
Width 
:: 
:
feet 
Orange County 95-Platform 
6.0 
8.33 
8.33 
8.75 20.40 
45.70 
Steering Angle : 44.2 
Min Centerline Radius : 29.0 
LEGEND 
FIRE LANE 
PROPERTY LINE 
1" = 30' 
0 15 30 60 
DR CK 
DATE 
PGAV 
SHEET NUMBER 
REVISION NO. 
Orlando, FL 
DECEMBER 19, 2023 
65009-10 
REVISION DATE 
CLIENT 
ISSUE FOR BID / 
ISSUE FOR 
PERMIT 
AQO 2024 
THE SEAL AND SIGNATURE APPLY ONLY TO THE DOCUMENT TO 
WHICH THEY ARE AFFIXED, AND EXPRESSLY DISCLAIM ANY 
RESPONSIBILITY FOR ALL OTHER PLANS, SPECIFICATIONS, 
ESTIMATES, REPORTS, OR OTHER DOCUMENTS OR INSTRUMENTS 
RELATING TO OR INTENDED TO BE USED FOR ANY PART OF 
PARTS OF THE ARCHITECTURAL OR ENGINEERING PROJECT 
SEA 
Accessibility for Persons with Disabilities : 
This drawing contains layouts and elements critical 
to providing Access for Disabled Persons. 
Contractor shall provide verification and 
certification of Compliance with the applicable 
accessibility regulations. 
Design Intent : 
Outlines, sketches, or references of possible 
theming, exhibits, and graphics on this drawing are 
for design intent; to show or describe the character, 
scope, relationships, forms, size and appearance 
of the Project, major materials and systems, in 
general, their quality levels, performance 
standards, requirements, or criteria. Engineered 
design, means, methods, manufacture, installation, 
code compliance, operation, safety, and warranties 
are to be provided by the Contractor; including 
engineering documentation signed and sealed by a 
qualified Engineer licensed to practice by the 
authority having jurisdiction. The 
Architect/Designer's review of submittals is for the 
purpose of checking for conformance with 
information given and the design concept 
expressed in the Contract Documents. 
Parking 
Expansion 
100 S. ORANGE AVE., SUITE 200 
ORLANDO, FL 32801 
407.270.7800 
WWW.LANDDESIGN.COM 
ENG. FIRM LICENSE # C-9520 
EMERGENCY 
ACCESS PLAN 
C02.261

STOP STOP STOP 
ORANGE COUNTY HP75 AERIAL LADDER 
ORANGE COUNTY HP75 AERIAL LADDER 
20' FIRE LANE 
EXISTING DRY 
DETENTION POND 
PROPOSED 
POND 
MODIFICATION 
20' FIRE LANE 
20' FIRE LANE 
Steering Angle : 31.8 
7.75 17.91 
8.33 
8.33 
6.0 
Orange County HP75 Aerial Ladder 
feet 
:
: :
Width 
Track 
Lock to Lock Time 
37.17 
Min Centerline Radius : 34.0 
LEGEND 
FIRE LANE 
PROPERTY LINE 
1" = 30' 
0 15 30 60 
DR CK 
DATE 
PGAV 
SHEET NUMBER 
REVISION NO. 
Orlando, FL 
DECEMBER 19, 2023 
65009-10 
REVISION DATE 
CLIENT 
ISSUE FOR BID / 
ISSUE FOR 
PERMIT 
AQO 2024 
THE SEAL AND SIGNATURE APPLY ONLY TO THE DOCUMENT TO 
WHICH THEY ARE AFFIXED, AND EXPRESSLY DISCLAIM ANY 
RESPONSIBILITY FOR ALL OTHER PLANS, SPECIFICATIONS, 
ESTIMATES, REPORTS, OR OTHER DOCUMENTS OR INSTRUMENTS 
RELATING TO OR INTENDED TO BE USED FOR ANY PART OF 
PARTS OF THE ARCHITECTURAL OR ENGINEERING PROJECT 
SEA 
Accessibility for Persons with Disabilities : 
This drawing contains layouts and elements critical 
to providing Access for Disabled Persons. 
Contractor shall provide verification and 
certification of Compliance with the applicable 
accessibility regulations. 
Design Intent : 
Outlines, sketches, or references of possible 
theming, exhibits, and graphics on this drawing are 
for design intent; to show or describe the character, 
scope, relationships, forms, size and appearance 
of the Project, major materials and systems, in 
general, their quality levels, performance 
standards, requirements, or criteria. Engineered 
design, means, methods, manufacture, installation, 
code compliance, operation, safety, and warranties 
are to be provided by the Contractor; including 
engineering documentation signed and sealed by a 
qualified Engineer licensed to practice by the 
authority having jurisdiction. The 
Architect/Designer's review of submittals is for the 
purpose of checking for conformance with 
information given and the design concept 
expressed in the Contract Documents. 
Parking 
Expansion 
100 S. ORANGE AVE., SUITE 200 
ORLANDO, FL 32801 
407.270.7800 
WWW.LANDDESIGN.COM 
ENG. FIRM LICENSE # C-9520 
EMERGENCY 
ACCESS PLAN 
C02.271

STOP STOP STOP 
ORANGE COUNTY PUMPER #80323 
ORANGE COUNTY PUMPER #80323 
20' FIRE LANE 
EXISTING DRY 
DETENTION POND 
PROPOSED 
POND 
MODIFICATION 
20' FIRE LANE 
20' FIRE LANE 
Steering Angle : 31.8 
7.70 15.67 
8.33 
8.33 
6.0 
Orange County Pumper 
feet 
:
: :
Width 
Track 
Lock to Lock Time 
31.58 
Min Centerline Radius : 30.0 
LEGEND 
FIRE LANE 
PROPERTY LINE 
1" = 30' 
0 15 30 60 
DR CK 
DATE 
PGAV 
SHEET NUMBER 
REVISION NO. 
Orlando, FL 
DECEMBER 19, 2023 
65009-10 
REVISION DATE 
CLIENT 
ISSUE FOR BID / 
ISSUE FOR 
PERMIT 
AQO 2024 
THE SEAL AND SIGNATURE APPLY ONLY TO THE DOCUMENT TO 
WHICH THEY ARE AFFIXED, AND EXPRESSLY DISCLAIM ANY 
RESPONSIBILITY FOR ALL OTHER PLANS, SPECIFICATIONS, 
ESTIMATES, REPORTS, OR OTHER DOCUMENTS OR INSTRUMENTS 
RELATING TO OR INTENDED TO BE USED FOR ANY PART OF 
PARTS OF THE ARCHITECTURAL OR ENGINEERING PROJECT 
SEA 
Accessibility for Persons with Disabilities : 
This drawing contains layouts and elements critical 
to providing Access for Disabled Persons. 
Contractor shall provide verification and 
certification of Compliance with the applicable 
accessibility regulations. 
Design Intent : 
Outlines, sketches, or references of possible 
theming, exhibits, and graphics on this drawing are 
for design intent; to show or describe the character, 
scope, relationships, forms, size and appearance 
of the Project, major materials and systems, in 
general, their quality levels, performance 
standards, requirements, or criteria. Engineered 
design, means, methods, manufacture, installation, 
code compliance, operation, safety, and warranties 
are to be provided by the Contractor; including 
engineering documentation signed and sealed by a 
qualified Engineer licensed to practice by the 
authority having jurisdiction. The 
Architect/Designer's review of submittals is for the 
purpose of checking for conformance with 
information given and the design concept 
expressed in the Contract Documents. 
Parking 
Expansion 
100 S. ORANGE AVE., SUITE 200 
ORLANDO, FL 32801 
407.270.7800 
WWW.LANDDESIGN.COM 
ENG. FIRM LICENSE # C-9520 
EMERGENCY 
ACCESS PLAN 
C02.281

24" FM 
30" FM 
18" RM 
12" RM 
OVERHEAD ELECTRIC WIRES 
OVERHEAD ELECTRIC WIRES 
OVERHEAD ELECTRIC WIRES 
OHE 
OHE
OHE 
OHE 
OHE 
OHE
OHE 
30"WM 30"WM 
OHE 
OHE 
OHE 
STOP STOP STOP 
96 
97 
95 
94 
96
97 
95
94 
96
97 
95
93 
94 
93 
92 
94 
94 
LIMITS OF CONSTRUCTION 
LIMITS OF CONSTRUCTION 
PROPERTY LINE 
PROPERTY LINE 
95 
96 
96 
95 
94 
D-5 
D-2 
D-1 
D-3 
D-4 
96 L.F. - 24" RCP 
115 L.F. - 18" RCP 
295 L.F. - 24" RCP 
115 L.F. - 18" RCP 
95 
95 
92 
93 
93 
94 
94 
95 
95 
92 
93 
93 
94 
94 
96 
9797 
95 
95 
93 
94 
96 
EXISTING DRY 
DETENTION POND 
92 
93 
94 
95 
95 
94 
93 
92 
2 2 1 1 
MEG 
95.85 
95.35 
MEG 
95.93 
MEG 
± 95.24 
95.43 
95.37 
94.91 
95.48 
94.98 
MEG 
± 95.65 
MEG 
± 95.67 
MEG 96.17 96.15 
± 96.43 
MEG 
± 96.58 
96.93 97.08 
96.10 
97.30 97.20 
96.60 
96.36 
95.73 95.83 
PROPOSED 
POND 
MODIFICATION 
PROPOSED WEIR, SEE 
DETAIL ON SHEET C02.501 
94.50 
94.46 
94.50 94.46 
95.28 
95.69 
94.87 
95.74 
94.87 
94.82 
95.36 
96.54 
95.96 
96.49 
94.84 
95.96 
95.23 
95.73 
95.74 
95.24 
96.54 
97.04
96.51 
97.01 
95.55 
96.05 
95.68 
95.07 
95.57 
95.32 
94.82 
96.33 
96.83 
96.35 
95.85 
95.63 
95.13 
95.38 
94.88 
95.35 
94.85 
95.72 
95.22 
95.20 
95.70 
95.52 
95.02 
95.20 
94.70 
96.08 
96.58 
96.12 
96.62 
95.25 
95.75 
94.63 
95.13 
96.38 
96.88 
96.30 
95.80 
94.92 
95.42 
95.36 
94.86 
95.48 
94.96 
94.98 
95.25 
95.75 
96.27 
95.97
95.91 
96.20 
96.77 
96.47
96.41 
96.70 95.04 
95.54
95.03 
95.53 
95.42 
95.92 
95.93 
95.98 
95.57 
95.52 
MEG 
± 95.42 
95.13 
94.81 
94.79 
95.07 
94.82 
94.83 
95.33 
MEG 
± 95.87 
95.60 
95.30 
95.02 
95.30 
95.59 
95.33 
95.01 
95.83 
95.33 
MEG 
± 96.72 
96.27 
96.38 
96.88 
96.22 
95.90 
96.40 
96.10 
96.60 
96.23 
95.97 
96.47 
96.04 
96.54 
96.16 
96.66 
96.23 
96.73 
96.32 
96.82 
96.06 
96.56 
96.36 
95.86 
95.81 
95.42 
95.03 
95.30 
95.50 
95.35 
95.04 
95.36 
95.86 95.29 
94.79 
94.77 
95.03 
94.90 
95.37 96.18 
95.34 
95.39 
95.63 
95.17 
95.67 
95.01 
95.51 
95.26 
94.76 
94.90 
95.39 
94.95 
95.45 
94.62 
95.12 
94.72 94.87 
95.36 
95.14 
95.64 
94.77 
95.27 
95.00 
95.50 
95.33 
94.83
94.93 
95.43 
95.25 
94.75 
94.98 
95.47 
94.92 
95.43 
94.73 
95.23 
95.77 
95.27 
95.47 
94.97 
95.05 
95.55 
95.03 
95.53 
94.83 
95.33 
95.87 
95.92 
95.41 
95.49 
96.00 
95.98 
95.33 
95.83 
MEG 
± 96.80 
MEG 
± 96.70 MEG 
± 96.16 
MEG 
± 95.86 
MEG 
± 96.10 
MEG 
MEG ± 96.25 
± 95.60 
MEG 
± 96.52 
96.40 
96.39 
MEG 
± 95.33 
MEG 
± 95.23 
PROPOSED GRADES TO TIE 
BACK INTO EXISTING BANK AT 
VARYING SLOPES AS NEEDED. 
SLOPES NOT TO EXCEED 5:1 
SEE SHEET C02.501 DETAIL 3 SEE SHEET C02.501 DETAIL 2 
LEGEND 
NOTES: 
LIMITS OF CONSTRUCTION. 
PROPERTY LINE. 
PROPOSED STORM SEWER SYSTEM. 
MATCH EXISTING GRADE. 
FLOW DIRECTION. 
PROPOSED GRADE BREAK. 
PROPOSED SPOT ELEVATION. 
EXISTING STORM SEWER SYSTEM. 
EXISTING WATER MAIN. 
EXISTING SANITARY GRAVITY MAIN. 
EXISTING FORCE MAIN. 
EXISTING ELECTRIC CONDUIT. 
EXISTING COMMUNICATIONS CONDUIT. 
EXISTING GAS MAIN. 
8"PW 
8"S 
ELEC 
4"COMM 
8"FM 
2"MPG 
D
D-1 75 LF-24" RCP 
90.80 
D-2 
1. CONTRACTOR SHALL VERIFY ALL EXISTING 
UTILITY LOCATIONS / INVERTS AND NOTIFY 
ENGINEER OF FINDINGS PRIOR TO BEGINNING 
OF WORK AND ORDERING MATERIALS. 
2. CONTRACTOR SHALL NOTIFY ENGINEER 
IMMEDIATELY UPON IDENTIFICATION OF 
UNKNOWN CONFLICTS. 
3. DATUM NOTE: ELEVATIONS ARE BASED ON 
THE SWO VERTICAL DATUM. 
MEG 
DRAINAGE STRUCTURE TABLE 
D-1 (FDOT TYPE D INLET (BUBBLE UP)) 
RIM: 92.00 
N:1069.1330 
E:1219.4786 
24" RCP IN (E) = 87.69' 
D-2 (FDOT TYPE G INLET) 
RIM: 94.50 
N:1069.9404 
E:1315.1914 
18" RCP IN (N) = 88.07' 
24" RCP IN (E) = 88.07' 
24" RCP OUT (W) = 88.07' 
D-3 (FDOT TYPE G INLET) 
RIM: 94.46 
N:1069.8887 
E:1610.1966 
18" RCP IN (N) = 89.25' 
24" RCP OUT (W) = 89.25' 
D-4 (FDOT TYPE G INLET) 
RIM: 94.46 
N:1185.1688 
E:1609.5293 
18" RCP OUT (S) = 89.71' 
D-5 (FDOT TYPE G INLET) 
RIM: 94.50 
N:1185.2206 
E:1314.5240 
18" RCP OUT (S) = 88.53' 
1" = 30' 
0 15 30 60 
DR CK 
DATE 
PGAV 
SHEET NUMBER 
REVISION NO. 
Orlando, FL 
DECEMBER 19, 2023 
65009-10 
REVISION DATE 
CLIENT 
ISSUE FOR BID / 
ISSUE FOR 
PERMIT 
AQO 2024 
THE SEAL AND SIGNATURE APPLY ONLY TO THE DOCUMENT TO 
WHICH THEY ARE AFFIXED, AND EXPRESSLY DISCLAIM ANY 
RESPONSIBILITY FOR ALL OTHER PLANS, SPECIFICATIONS, 
ESTIMATES, REPORTS, OR OTHER DOCUMENTS OR INSTRUMENTS 
RELATING TO OR INTENDED TO BE USED FOR ANY PART OF 
PARTS OF THE ARCHITECTURAL OR ENGINEERING PROJECT 
SEA 
Accessibility for Persons with Disabilities : 
This drawing contains layouts and elements critical 
to providing Access for Disabled Persons. 
Contractor shall provide verification and 
certification of Compliance with the applicable 
accessibility regulations. 
Design Intent : 
Outlines, sketches, or references of possible 
theming, exhibits, and graphics on this drawing are 
for design intent; to show or describe the character, 
scope, relationships, forms, size and appearance 
of the Project, major materials and systems, in 
general, their quality levels, performance 
standards, requirements, or criteria. Engineered 
design, means, methods, manufacture, installation, 
code compliance, operation, safety, and warranties 
are to be provided by the Contractor; including 
engineering documentation signed and sealed by a 
qualified Engineer licensed to practice by the 
authority having jurisdiction. The 
Architect/Designer's review of submittals is for the 
purpose of checking for conformance with 
information given and the design concept 
expressed in the Contract Documents. 
Parking 
Expansion 
100 S. ORANGE AVE., SUITE 200 
ORLANDO, FL 32801 
407.270.7800 
WWW.LANDDESIGN.COM 
ENG. FIRM LICENSE # C-9520 
GRADING AND 
DRAINAGE PLAN 
C02.301

DR CK 
DATE 
PGAV 
SHEET NUMBER 
REVISION NO. 
Orlando, FL 
DECEMBER 19, 2023 
65009-10 
REVISION DATE 
CLIENT 
ISSUE FOR BID / 
ISSUE FOR 
PERMIT 
AQO 2024 
THE SEAL AND SIGNATURE APPLY ONLY TO THE DOCUMENT TO 
WHICH THEY ARE AFFIXED, AND EXPRESSLY DISCLAIM ANY 
RESPONSIBILITY FOR ALL OTHER PLANS, SPECIFICATIONS, 
ESTIMATES, REPORTS, OR OTHER DOCUMENTS OR INSTRUMENTS 
RELATING TO OR INTENDED TO BE USED FOR ANY PART OF 
PARTS OF THE ARCHITECTURAL OR ENGINEERING PROJECT 
SEA 
Accessibility for Persons with Disabilities : 
This drawing contains layouts and elements critical 
to providing Access for Disabled Persons. 
Contractor shall provide verification and 
certification of Compliance with the applicable 
accessibility regulations. 
Design Intent : 
Outlines, sketches, or references of possible 
theming, exhibits, and graphics on this drawing are 
for design intent; to show or describe the character, 
scope, relationships, forms, size and appearance 
of the Project, major materials and systems, in 
general, their quality levels, performance 
standards, requirements, or criteria. Engineered 
design, means, methods, manufacture, installation, 
code compliance, operation, safety, and warranties 
are to be provided by the Contractor; including 
engineering documentation signed and sealed by a 
qualified Engineer licensed to practice by the 
authority having jurisdiction. The 
Architect/Designer's review of submittals is for the 
purpose of checking for conformance with 
information given and the design concept 
expressed in the Contract Documents. 
Parking 
Expansion 
100 S. ORANGE AVE., SUITE 200 
ORLANDO, FL 32801 
407.270.7800 
WWW.LANDDESIGN.COM 
ENG. FIRM LICENSE # C-9520 
FILTERED WATER 
SECTION 
PLAN 
PAVEMENT (TYP) 
GRATE 
1" TYP 1" TYP 
ROCK/SAND BAGS OR BIOFILTER 
BAGS (PLACED END TO END) 
WRAP GRATE WITH FILTER FABRIC 
WITH OVERLAPPING TOP FLAPS 
WRAP GRATE WITH FILTER 
FABRIC WITH 
OVERLAPPING TOP FLAPS 
ROCK/SAND BAGS OR BIOFILTER 
BAGS (PLACED END TO END) 
SECTION 
SILT FLOW
FILTER FABRIC 
VERTICAL 
PRINCIPLE POST POSITION 
(CANTED 20° TOWARD FLOW) 
20°± OPTIONAL POST 
POSITIONS 
3.0' 
DOUBLE ROW 
ONLY WHERE 
SHOWN ON PLAN 
ELEVATION 
8" 
15" TO 
12" 
3.0' MIN 
18" 
MIN 
POST OPTIONS: 
SOFTWOOD 2-1/2" DIA 
SOFTWOOD 2"x4" 
HARDWOOD 1-1/2"x1-1/2" 
STEEL 1.33 LBS/FT MIN) 10' MAX 
FILTER FABRIC 
(IN CONFORMANCE 
WITH SEC. 985 FDOT 
SPEC.) 
6" (MIN) CLEAN STONE 
GEOTEXTILE UNDERLINER 
8" MINIMUM 
PUBLIC ROAD 
HARD SURFACE 
20' MINIMUM 
50'MINIMUM 
MIN. 0.5% GRADE DOWN 
FROM PUBLIC STREET 
MIN. 0.5% GRADE 
POST (OPTIONS: 2" X 4" 
OR 2-1/2" MIN. DIA. WOOD; 
STEEL 1.33 LBS/FT. MIN.) 
18 OZ. NYLON 
REINFORCED PVC 
FABRIC (300 PSI TEST) 
6' MAX. 
5' OR MORE 
18" MIN. 
8" 3' 
STAKED TURBIDITY BARRIER 
GENERAL NOTES 
1. STAKED TURBIDITY BARRIERS ARE TO BE PAID 
FOR UNDER THE CONTRACT UNIT PRICE FOR 
STAKED TURBIDITY BARRIER, LF. 
1 STAKED TURBIDITY BARRIER DETAIL 
5 TEMPORARY CONSTRUCTION ACCESS DETAIL 
JOINT 
WOVEN OR NON-WOVEN 
FILTER FABRIC 
1' 
2' MIN.
1' 
JOINT (SEE DETAIL BELOW 
FOR APPLICATION OF 
PREFORMED PLASTIC 
GASKET) 
DOUBLE GASKET 
(PREFORMED PLASTIC) 
METAL STRAPPING 
PRIMER 
PRIMER 
OVERLAP 2' MIN. 
NOTE: DETAIL APPLIES FOR ALL PIPE TYPES, CONCRETE PIPE SHOWN. 
ISOMETRIC VIEW 
JOINT SECTION (BEFORE PULL-UP) 
PIPE SECTION 
EROSION CONTROL 
AND DRAINAGE 
DETAILS 
C02.500 
2 SILT FENCE DETAIL 3 INLET SEDIMENT FILTER DETAIL 
4 FILTER FABRIC JACKET DETAIL

13' SPREADER SWALE 
(TO BE SODDED) 
5' 3' 5' 
R5' 
R5' 
8' 
8' 
8' WEIR LENGTH 
7' 
1' 5' 3' 5' 7' 21' WEIR WIDTH 7' 
10.5' 
4:1 
5:1 
4:1 
5:1 5:1 
5:1 5:1 
22' SPREADER SWALE (TO BE SODDED) 
5 
1 
5 
1 
5 
1
3' 
12" 
6" 
TOP OF BANK ELEV=95.00 
WEIR ELEV=93.35 
TOP OF SKIMMER ELEV=93.85 
BOTTOM OF SKIMMER ELEV=92.85 
POND BOTTOM ELEV=92.00 
X X X X X X X X X X X X X X X X X X 
1' 5' 3' 12' 8' 5' 8' 7' 
92 
93 
94 
95 
95 
94 
93 
92 
92 
93 
94 
95 
95 
94 
93 
92 
6" THICK 3000 PSI CONCRETE 
6 x 6 x 1.4 x 1.4 WWF CENTERED IN SLAB 
2' DEEP TOE AROUND ALL SIDES 
(EXCEPT WHERE NOTED) TYP CONCRETE BASE 
FOR SKIMMER POST 
SPREADER SWALE BOTTOM ELEV=91.00 
2' 
EXISTING GRADE 
ELEV=±92.0 
21' WEIR WIDTH 
6" CLEARANCE AT 
FRONT OF SKIMMER 
MATCH DEPTH OF CONCRETE 
SKIMMER POSTS ON 
UPSTREAM TURN DOWN 
TYP GALV ALUMINUM POSTS 
FIBERGLASS PLATE SKIMMER 
AND POSTS, MAX 4' O.C. 
COORDINATES 
REFER TO THIS 
LOCATION 
8' 
SKIMMER MOUNTING DETAIL 
X X X X X X X X X 
4 
1 
4 
1 
1' 6.6' 8' WEIR LENGTH 6.6' 1' 
2' 
TOP OF BANK ELEV=95.00 
WEIR ELEV=93.35 
2' DEEP TOE AROUND ALL SIDES 
(EXCEPT WHERE NOTED) 6" THICK 3000 PSI CONCRETE 
6 x 6 x 1.4 x 1.4 WWF CENTERED IN SLAB 
COMPACTED SUBGRADE 
3/16" FIBERGLASS PLATE SKIMMER 
(PAINTED OPAQUE OLIVE DRAB, 
DISAPPEARING GREEN) 
4" SQUARE GALV ALUMINUM POST 
TYP 1/2"x5" STAINLESS STEEL 
BOLT, WASHER, AND NUT 
PLAN VIEW 
SECTION A-A SECTION B-B 
3" 3" 3" 3" 
A A 
B
B 
5' TOB 
5 
1 
5 
1 
POND BOTTOM 
ELEV=92.00 
EXISTING GRADE=±92.0 
TOP OF BANK 
ELEV=92.00 
POND 3B 
10-YR / 24-HR: 93.78 
25-YR / 24-HR: 93.89 
100-YR / 24-HR: 94.02 
100-YR / 72-HR: 94.46 
5' CONC 20' DRIVE AISLE 
SIDEWALK 
5 
POND BOTTOM 1 
ELEV=92.00 
SIDEWALK ELEV VARIES 
POND 3B 
10-YR / 24-HR: 93.78 
25-YR / 24-HR: 93.89 
100-YR / 24-HR: 94.02 
100-YR / 72-HR: 94.46 
DR CK 
DATE 
PGAV 
SHEET NUMBER 
REVISION NO. 
Orlando, FL 
DECEMBER 19, 2023 
65009-10 
REVISION DATE 
CLIENT 
ISSUE FOR BID / 
ISSUE FOR 
PERMIT 
AQO 2024 
THE SEAL AND SIGNATURE APPLY ONLY TO THE DOCUMENT TO 
WHICH THEY ARE AFFIXED, AND EXPRESSLY DISCLAIM ANY 
RESPONSIBILITY FOR ALL OTHER PLANS, SPECIFICATIONS, 
ESTIMATES, REPORTS, OR OTHER DOCUMENTS OR INSTRUMENTS 
RELATING TO OR INTENDED TO BE USED FOR ANY PART OF 
PARTS OF THE ARCHITECTURAL OR ENGINEERING PROJECT 
SEA 
Accessibility for Persons with Disabilities : 
This drawing contains layouts and elements critical 
to providing Access for Disabled Persons. 
Contractor shall provide verification and 
certification of Compliance with the applicable 
accessibility regulations. 
Design Intent : 
Outlines, sketches, or references of possible 
theming, exhibits, and graphics on this drawing are 
for design intent; to show or describe the character, 
scope, relationships, forms, size and appearance 
of the Project, major materials and systems, in 
general, their quality levels, performance 
standards, requirements, or criteria. Engineered 
design, means, methods, manufacture, installation, 
code compliance, operation, safety, and warranties 
are to be provided by the Contractor; including 
engineering documentation signed and sealed by a 
qualified Engineer licensed to practice by the 
authority having jurisdiction. The 
Architect/Designer's review of submittals is for the 
purpose of checking for conformance with 
information given and the design concept 
expressed in the Contract Documents. 
Parking 
Expansion 
100 S. ORANGE AVE., SUITE 200 
ORLANDO, FL 32801 
407.270.7800 
WWW.LANDDESIGN.COM 
ENG. FIRM LICENSE # C-9520 
1 DRY POND BROAD CRESTED WEIR CONTROL STRUCTURE DETAIL 
EROSION CONTROL 
& DRAINAGE 
DETAILS 
C02.501 
2 DRY SWALE SECTION 1 3 DRY SWALE SECTION 2

1.0' 
3.0' 2.8' 
6.0' 
R1.8' 
3.0' 
2.8' 3.0' 
6.0' 
3.0' 
1.0' 
2.0' 
ONSITE PAVEMENT ARROWS AND TEXT 
STOP 48" HIGH, 4" 
WHITE TEXT 
4.0' 
STOP 
2.0' 
2.0' 
14.0' 
4.0' 
9.0' 
9.0' 
20.00' 25.20' 
9.0' 
39.14' 
60° 
10.39' 
17.32' 4.50' 17.32' 
LANDSCAPE ISLAND 
18' TYP 
(20' FOR FIRE LANES) 
PARKING STALL AND AISLE PAVEMENT MARKINGS 
TYP 4" WHITE 
24" WHITE STOP BAR, 
48" HIGH WHITE TEXT, 
AND ARROW AT END OF EACH AISLE 
(SEE PLAN FOR ARROW DIRECTION) 
EDGE OF DRIVE AISLE 
DR CK 
DATE 
PGAV 
SHEET NUMBER 
REVISION NO. 
Orlando, FL 
DECEMBER 19, 2023 
65009-10 
REVISION DATE 
CLIENT 
ISSUE FOR BID / 
ISSUE FOR 
PERMIT 
AQO 2024 
THE SEAL AND SIGNATURE APPLY ONLY TO THE DOCUMENT TO 
WHICH THEY ARE AFFIXED, AND EXPRESSLY DISCLAIM ANY 
RESPONSIBILITY FOR ALL OTHER PLANS, SPECIFICATIONS, 
ESTIMATES, REPORTS, OR OTHER DOCUMENTS OR INSTRUMENTS 
RELATING TO OR INTENDED TO BE USED FOR ANY PART OF 
PARTS OF THE ARCHITECTURAL OR ENGINEERING PROJECT 
SEA 
Accessibility for Persons with Disabilities : 
This drawing contains layouts and elements critical 
to providing Access for Disabled Persons. 
Contractor shall provide verification and 
certification of Compliance with the applicable 
accessibility regulations. 
Design Intent : 
Outlines, sketches, or references of possible 
theming, exhibits, and graphics on this drawing are 
for design intent; to show or describe the character, 
scope, relationships, forms, size and appearance 
of the Project, major materials and systems, in 
general, their quality levels, performance 
standards, requirements, or criteria. Engineered 
design, means, methods, manufacture, installation, 
code compliance, operation, safety, and warranties 
are to be provided by the Contractor; including 
engineering documentation signed and sealed by a 
qualified Engineer licensed to practice by the 
authority having jurisdiction. The 
Architect/Designer's review of submittals is for the 
purpose of checking for conformance with 
information given and the design concept 
expressed in the Contract Documents. 
Parking 
Expansion 
100 S. ORANGE AVE., SUITE 200 
ORLANDO, FL 32801 
407.270.7800 
WWW.LANDDESIGN.COM 
ENG. FIRM LICENSE # C-9520 
PAVEMENT SECTION SPECIFICATIONS 
COMPACTED 
SUBGRADE 
BASE 
6" 
12" 
PAVEMENT EDGE DETAIL WITH NO CURB 
NTS 
2 
ASPHALT 
12" MIN 12" MIN 
12" MIN 
2" 
COMPACTED 
SUBGRADE 
BASE 
FINISH GRADE SHALL BE 2" BELOW 
TOP OF CURB FOR SOD PLANTING 
CURB 
6" 
24" 
2"R 
6"x24" CONCRETE 
CURB, 3000 PSI 
PAVEMENT EDGE DETAIL WITH 6" STRAIGHT CURB 
NTS 
1 
ASPHALT 
EXISTING SUBGRADE PROPOSED SUBGRADE 
1. PROVIDE ASPHALT SPLICE AT ALL TRANSITIONS BETWEEN NEW AND EXISTING PAVEMENT SECTIONS. 
2. 12-INCH MINIMUM ASPHALT REMOVAL, MAY VARY AT THE DISCRETION OF THE OWNER'S 
REPRESENTATIVE. (MAYBE MORE BUT NOT LESS THAN 12 INCHES) 
3. RESTORE EXISTING BASE TO ORIGINAL CONDITION OR BETTER. 
EXISTING BASE PROPOSED BASE 
12" 
SAWCUT, REMOVE AND REPLACE 12" 
OF EXISTING ASPHALT PAVEMENT 
PROPOSED ASPHALT 
PAVEMENT 
EXISTING ASPHALT 
PAVEMENT 
NOTES: 
ASPHALT PAVEMENT SPLICE DETAIL 
NTS 
4 
SPLICE 
3 
NTS 
SAWCUT CONTROL JOINTS @ 5' O.C. 
EXPANSION JOINTS @ 15' O.C. 
1 1/2" TYPE SP-9.5 
ASPHALTIC CONCRETE 
14" RECYCLED CONCRETE AGGREGATE MEETING THE REQUIREMENTS OF 
FDOT STANDARD SPEC 911 FOR BASE AND STABILIZED BASE MATERIALS, 
COMPACTED TO A MIN DENSITY OF 98% MODIFIED PROCTOR MAXIMUM 
DRY DENSITY (ASTM D-1557, AASHTO T-180) AND STABILIZED TO LBR 150. 
EXISTING COMPACTED SOIL 
LIGHT DUTY ASPHALT PAVEMENT SECTION OPTION 1 
EXISTING COMPACTED SOIL 
12" STABILIZED SUBGRADE COMPACTED TO MIN DENSITY OF 
98% MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM 
D-1557, AASHTO T-180) AND STABILIZED TO MIN LBR 40. 
LIGHT DUTY ASPHALT PAVEMENT SECTION OPTION 2 
1 1/2" TYPE SP-9.5 
ASPHALTIC CONCRETE 
8" RECYCLED CONCRETE AGGREGATE MEETING THE REQUIREMENTS OF 
FDOT STANDARD SPEC 911 FOR BASE AND STABILIZED BASE MATERIALS, 
COMPACTED TO A MIN DENSITY OF 98% MODIFIED PROCTOR MAXIMUM 
DRY DENSITY (ASTM D-1557, AASHTO T-180) AND STABILIZED TO LBR 150. 
MOUNT SIGN HERE 
"U"-CHANNEL POST 
(2 LBS./FT.) 
WHEN SIGN IS IN PAVED 
AREAS, USE 4" PIPE 
BOLLARD FILLED W/ 
CONCRETE AND PAINTED 
TRAFFIC YELLOW 
SLOPE TOP OF CONCRETE 
3' 
GROUND SURFACE 
PC CONCRETE 
7'-0" (MIN) 
ALL REGULATORY SIGNS SHALL BE RETRO 
REFLECTIVE USING DG-CUBED REFLECTIVE 
MATERIAL AND SHALL COMPLY WITH U.S. 
DEPARTMENT OF TRANSPORTATION, FEDERAL 
HIGHWAY ADMINISTRATION'S "MANUAL OF 
UNIFORM TRAFFIC CONTROL DEVICES", LOCAL 
CODES AND AS SPECIFIED. MOUNT SIGNS TO 
POST IN ACCORDANCE WITH 
MANUFACTURER'S INSTRUCTIONS. 
1'-6" 
3" 
2'-0" 
MOUNT SIGN HERE 
GALVANIZED 
BREAKAWAY STEEL 
"U" POST 
SLOPE TOP OF CONCRETE 
GROUND SURFACE 
PC CONCRETE 
7'-0" (MIN) 
ALL REGULATORY SIGNS SHALL BE RETRO 
REFLECTIVE USING DG-CUBED REFLECTIVE 
MATERIAL AND SHALL COMPLY WITH U.S. 
DEPARTMENT OF TRANSPORTATION, FEDERAL 
HIGHWAY ADMINISTRATION'S "MANUAL OF 
UNIFORM TRAFFIC CONTROL DEVICES", LOCAL 
CODES AND AS SPECIFIED. MOUNT SIGNS TO 
POST IN ACCORDANCE WITH 
MANUFACTURER'S INSTRUCTIONS. 
1'-6" 
3" 
2'-0" 
SIGN AND STAND DETAIL 
NTS 
5 
STRUCK JOINT 
1.60% SLOPE
1 
1 
6" 
8" 
6" 
2" R 
ASPHALT 
6" 5'-0" SIDEWALK 
4" 
6" 
12" 
WITH BOLLARD PROTECTION WITHOUT BOLLARD PROTECTION 
12" 
4" CONCRETE (3000 PSI) 
WITH 4"x4"- W2.9 X W2.9 
AND LIGHT BROOM FINISH 
8" MIN SUBGRADE COMPACTED TO 
MIN DENSITY OF 95% MODIFIED 
PROCTOR MAXIMUM DRY DENSITY 
(ASTM D-1557, AASHTO T-180) 
4" CONCRETE RAISED SIDEWALK DETAIL 
NTS 
SIGNAGE AND PAVEMENT MARKING DETAILS 6 
NTS 
7 
1" TYPE SP-9.5 
ASPHALTIC CONCRETE 
16" RECYCLED CONCRETE AGGREGATE MEETING THE REQUIREMENTS OF 
FDOT STANDARD SPEC 911 FOR BASE AND STABILIZED BASE MATERIALS, 
COMPACTED TO A MIN DENSITY OF 98% MODIFIED PROCTOR MAXIMUM 
DRY DENSITY (ASTM D-1557, AASHTO T-180) AND STABILIZED TO LBR 150. 
EXISTING COMPACTED SOIL 
HEAVY DUTY ASPHALT PAVEMENT SECTION OPTION 1 
EXISTING COMPACTED SOIL 
12" STABILIZED SUBGRADE COMPACTED TO MIN DENSITY OF 
98% MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM 
D-1557, AASHTO T-180) AND STABILIZED TO MIN LBR 40. 
HEAVY DUTY ASPHALT PAVEMENT SECTION OPTION 2 
10" RECYCLED CONCRETE AGGREGATE MEETING THE REQUIREMENTS OF 
FDOT STANDARD SPEC 911 FOR BASE AND STABILIZED BASE MATERIALS, 
COMPACTED TO A MIN DENSITY OF 98% MODIFIED PROCTOR MAXIMUM 
DRY DENSITY (ASTM D-1557, AASHTO T-180) AND STABILIZED TO LBR 150. 
1 1/2" TYPE SP-12.5 
ASPHALTIC CONCRETE 
1" TYPE SP-9.5 
ASPHALTIC CONCRETE 
1 1/2" TYPE SP-12.5 
ASPHALTIC CONCRETE 
X 
X X X X X X X 
8" MIN 
SITE DETAILS 
C02.502

323533A 
PRECAST CONCRETE WALL PANELS 
323533B 
PRECAST PANEL CAP AND POST CAP 
323533B 
PRECAST CONCRETE WALL POSTS AT 5'-0" O.C. 
323533B 
PRECAST PANEL CAP AND POST CAP 
5'-0" O.C. TYP. 
PER MFR. 8'-0" 
3'-0" 
323533B 
PRECAST CONCRETE 
WALL PANEL CAP 
323533A 
PRECAST CONCRETE 
WALL PANELS 
323533B 
PRECAST CONCRETE 
FENCE POST BEYOND 
323533B 
CAST IN PLACE 
CONCRETE FOOTING 
BELOW GRADE, NO 
CONCRETE FOOTING 
SHALL BE ABOVE GRADE 
FUTURE CONCRETE CURB 
(NOT PART OF THIS 
PROJECT) 
5'-0" O.C. 
TYP. 323533A 
PRECAST CONCRETE WALL PANELS 
323533B 
PRECAST CONCRETE WALL POSTS AT 5'-0" O.C. 
EDGE OF FUTURE SITE PAVING 
(NOT PART OF THIS PROJECT) 
ELEVATION 
APPENDIX A STANDARD DRAWINGS 
ORANGE COUNTY UTILITIES 
STANDARDS & CONSTRUCTION 
SPECIFICATIONS MANUAL 
BEDDING & TRENCHING - TYPE B 
10/10/2021 
FIGURE A102 
SELECT 
COMMON FILL 
BEDDING MATERIAL 
(SEE NOTE 10) BEDDING 
(SEE NOTES 9 & 10) 
HAUNCHING 
(SEE NOTE 8) 
(SEE 
NOTE 3) 
INITIAL BACKFILL 
(SEE NOTE 1) 
TRENCH BACKFILL 
(SEE NOTE 2) 
12" LIFTS MAX 
12" (TYP) 
PIPE O.D. 
NOTES: 
1. INITIAL BACKFILL: SELECT COMMON FILL COMPACTED TO MIN 95% (98% UNDER PAVEMENT 
OR FUTURE PAVEMENT) OF THE MAXIMUM DENSITY AS PER AASHTO T-180. 
2. TRENCH BACKFILL: COMMON FILL COMPACTED TO MIN 95% (98% UNDER PAVEMENT OR 
FUTURE PAVEMENT) OF THE MAXIMUM DENSITY AS PER AASHTO T-180. 
3. PIPE BEDDING UTILIZING SELECT COMMON FILL IN ACCORDANCE WITH "TYPE B" BEDDING 
AND TRENCHING DETAIL MAY BE REQUIRED AS DIRECTED BY UTILITIES. 
4. 15-IN MAX. (12-IN MIN.) FOR PIPE DIAMETER LESS THAN 24-IN AND 24-IN MAX (12-IN MIN) FOR 
PIPE DIAMETER 24-IN AND LARGER. 
5. WATER SHALL NOT BE PERMITTED IN THE TRENCH DURING CONSTRUCTION. DEWATERING 
AS REQUIRED. 
6. ALL PIPE SHALL BE INSTALLED WITH BELL FACING UPSTREAM TO THE DIRECTION OF THE 
FLOW. 
7. FINAL RESTORATION IN IMPROVED AREAS SHALL BE IN COMPLIANCE WITH ALL APPLICABLE 
REGULATIONS OF GOVERNING AGENCIES. SURFACE RESTORATION WITHIN ORANGE 
COUNTY RIGHT-OF-WAY SHALL COMPLY WITH REQUIREMENTS OF R/W UTILIZATION 
REGULATIONS AND ROAD CONSTRUCTION SPECIFICATIONS. 
8. FOR GRAVITY SEWER, THE FIRST LIFT SHALL BE PLACED TO THE SPRING LINE OF THE PIPE 
AND COMPACTED BY HAND TAMP. 
9. BEDDING DEPTH SHALL BE 4-IN MINIMUM FOR PIPE DIAMETER UP TO 12-IN AND 6-IN MINIMUM 
FOR PIPE DIAMETER 16-IN AND LARGER. 
10. DEPTH FOR REMOVAL OF UNSUITABLE MATERIAL SHALL GOVERN DEPTH OF REQUIRED 
BEDDING MATERIAL BELOW THE PIPE. UTILITIES SHALL DETERMINE REMOVAL OF 
UNSUITABLE MATERIAL TO REACH SUITABLE FOUNDATION IN THE FIELD. 
COMMON FILL 
FINISHED GRADE 
UNDISTURBED 
EARTH 
MIN 24" WATER LEVEL 
1.5 
1 
TRENCH WIDTH 
VARIES 
W/ PIPE SIZE 
(SEE NOTE 4) 
(SEE NOTE 5) 
APPENDIX A STANDARD DRAWINGS 
ORANGE COUNTY UTILITIES 
STANDARDS & CONSTRUCTION 
SPECIFICATIONS MANUAL 
BEDDING & TRENCHING - TYPE A 
10/10/2021 
FIGURE A101 
NOTES: 
1. INITIAL BACKFILL AND HAUNCHING: SELECT COMMON FILL COMPACTED TO MIN 95% (98% 
UNDER PAVEMENT OR FUTURE PAVEMENT) OF THE MAXIMUM DENSITY AS PER AASHTO 
T-180. 
2. TRENCH BACKFILL: COMMON FILL COMPACTED TO MIN 95% (98% UNDER PAVEMENT OR 
FUTURE PAVEMENT) OF THE MAXIMUM DENSITY AS PER AASHTO T-180. 
3. PIPE BEDDING UTILIZING SELECT COMMON FILL IN ACCORDANCE WITH "TYPE B" BEDDING 
AND TRENCHING DETAIL MAY BE REQUIRED AS DIRECTED BY UTILITIES. 
4. 15-IN MAX. (12-IN MIN.) FOR PIPE DIAMETER LESS THAN 24-IN AND 24-IN MAX (12-IN MIN) 
FOR PIPE DIAMETER 24-IN AND LARGER. 
5. WATER SHALL NOT BE PERMITTED IN THE TRENCH DURING CONSTRUCTION. 
DEWATERING AS REQUIRED. 
6. ALL PIPE SHALL BE INSTALLED WITH BELL FACING UPSTREAM TO THE DIRECTION OF THE 
FLOW. 
7. FINAL RESTORATION IN IMPROVED AREAS SHALL BE IN COMPLIANCE WITH ALL 
APPLICABLE REGULATIONS OF GOVERNING AGENCIES. SURFACE RESTORATION WITHIN 
ORANGE COUNTY RIGHT-OF-WAY SHALL COMPLY WITH REQUIREMENTS OF 
RIGHT-OF-WAY UTILIZATION REGULATIONS AND ROAD CONSTRUCTION SPECIFICATIONS. 
8. FOR GRAVITY SEWER, THE FIRST LIFT SHALL BE PLACED TO THE SPRING LINE OF THE 
PIPE AND COMPACTED BY HAND TAMP. 
9. CONTRACTOR SHALL USE BEDDING AND TRENCHING - TYPE B DETAIL FOR OVER 
EXCAVATION AND WHEN UNSUITABLE MATERIALS ARE ENCOUNTERED IN THE 
EXCAVATION. 
TRENCH WIDTH 
VARIES 
W/ PIPE SIZE 
PIPE O.D. 
(SEE NOTE 4) 
COMMON FILL 
12" (TYP) 
SELECT 
COMMON FILL 
UNDISTURBED 
EARTH 
(SEE NOTE 3) 
HAUNCHING 
(SEE NOTE 8) 
(SEE NOTE 1) 
INITIAL 
BACKFILL 
TRENCH BACKFILL 
(SEE NOTE 2) 
12" LIFTS MAXIMUM 
FINISHED GRADE 
MIN 24" WATER LEVEL 
1.5 
1 
(SEE NOTE 5) 
DR CK 
DATE 
PGAV 
SHEET NUMBER 
REVISION NO. 
Orlando, FL 
DECEMBER 19, 2023 
65009-10 
REVISION DATE 
CLIENT 
ISSUE FOR BID / 
ISSUE FOR 
PERMIT 
AQO 2024 
THE SEAL AND SIGNATURE APPLY ONLY TO THE DOCUMENT TO 
WHICH THEY ARE AFFIXED, AND EXPRESSLY DISCLAIM ANY 
RESPONSIBILITY FOR ALL OTHER PLANS, SPECIFICATIONS, 
ESTIMATES, REPORTS, OR OTHER DOCUMENTS OR INSTRUMENTS 
RELATING TO OR INTENDED TO BE USED FOR ANY PART OF 
PARTS OF THE ARCHITECTURAL OR ENGINEERING PROJECT 
SEA 
Accessibility for Persons with Disabilities : 
This drawing contains layouts and elements critical 
to providing Access for Disabled Persons. 
Contractor shall provide verification and 
certification of Compliance with the applicable 
accessibility regulations. 
Design Intent : 
Outlines, sketches, or references of possible 
theming, exhibits, and graphics on this drawing are 
for design intent; to show or describe the character, 
scope, relationships, forms, size and appearance 
of the Project, major materials and systems, in 
general, their quality levels, performance 
standards, requirements, or criteria. Engineered 
design, means, methods, manufacture, installation, 
code compliance, operation, safety, and warranties 
are to be provided by the Contractor; including 
engineering documentation signed and sealed by a 
qualified Engineer licensed to practice by the 
authority having jurisdiction. The 
Architect/Designer's review of submittals is for the 
purpose of checking for conformance with 
information given and the design concept 
expressed in the Contract Documents. 
Parking 
Expansion 
100 S. ORANGE AVE., SUITE 200 
ORLANDO, FL 32801 
407.270.7800 
WWW.LANDDESIGN.COM 
ENG. FIRM LICENSE # C-9520 
PLAN VIEW 
ELEVATION 
SECTION 
PRECAST CONCRETE WALL DESIGN INTENT 
(FOR INFORMATION PURPOSES ONLY) 
1 
1/4" = 1'-0" 
1/4" = 1'-0" 
3/8" = 1'-0" 
NOTE: DESIGN INTENT IS BASED UPON AVAILABLE INFORMATION OF THE 
EXISTING WALL KNOWN AT THE TIME OF THESE PLANS. WALL DESIGN SHALL BE 
UPDATED BASED UPON -PRE-CAST AVAILABILITY. THE OWNER SHALL SELECT AN 
8' HIGH PRE-CAST WALL AS CLOSE TO THE EXISTING WALL AS POSSIBLE. 
STANDARDS AND CONSTRUCTION SPECIFICATIONS MANUAL 
ORANGE COUNTY UTILITIES 
2 BEDDING AND TRENCHING DETAILS 
NTS 
PRE-CAST WALL 
AND UTILITY 
DETAILS 
C02.503

SECTION B 

Project Starboard 

Canal C-5 Reconfiguration Study 
SeaWorld Parks & Entertainment 

13 December 2023 


Notice 


This document and its contents have been prepared and are intended solely as information for SeaWorld Parks & 
Entertainment and use in relation to Agency Permitting. 

WS Atkins, Inc. assumes no responsibility to any other party in respect of or arising out of or in connection with this 
document and/or its contents. 

This document has 56 pages including the cover. 

Document history 

Document title: Canal C-5 Reconfiguration Study 
Document reference: DC-WP-SWMR 

Revision Purpose description Originated Checked Reviewed Authorized Date 
1.0 Valencia WCD RAR 12/13/23 

Client signoff 


Client SeaWorld Parks & Entertainment 
Project Project Starboard 
Job number 100085256 
Client 
signature/date 

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Contents 

Chapter Page 

Executive Summary 

4 

1. Design Requirements 

6 

2. Stormwater Analysis 

6 

3. Existing Conditions 

6 

3.1. Existing Conditions Model Results 8 

4. Canal C-5 Reconfiguration Options 8 

4.1. Option #1: Place portion of Canal C-5 in rectangular section 8 

4.2. Option #2: Place portion of Canal C-5 in twin culverts 8 

4.3. Option #3: Relocate portion of Canal C-5 to the east and place in rectangular section. 9 

5. Summary 10 

6. Conclusion 10 

Appendices 12 

Appendix A. Exhibits 13 

A.1. Location Map 13 

A.2. Aerial Map 13 

A.3. Valencia Water Control District Water Control Plan 13 

A.4. Amil Gate S-501 Detail 13 

A.5. Option #1 Exhibit 13 

A.6. Option #2 Exhibit 13 

A.7. Option #3 Exhibit 13 

Appendix B. HEC-RAS Models 14 

B.1. Existing HEC-RAS Model 14 

B.2. Option #1 HEC-RAS Model 14 

B.3. Option #2 HEC-RAS Model 14 

B.4. Option #3 HEC-RAS Model 14 

Appendix C. Historic Data 15 

C.1. Application 960806-5: VWCD Canal C-5 Relocation @ SeaWorld 15 

Appendix D. Additional Data 16 

D.1. HEC-RAS Hydraulic Reference Manual Table 3-1: Manning’s n Values 16 

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Executive Summary 


SeaWorld Parks & Entertainment (Owner) would like to change the current use of parcels 12-24-28-787400-
020 and 12-24-28-7874-00-021 (Parcels #3 and #4, respectively. See Figure 1: Parcels of Interest) and 
develop a hotel/resort with approximately 504 keys. To maximize land use, the Owner is proposing the 
following options for reconfiguration of the portion of existing Canal C-5 that runs adjacent to the west side 
of Parcel #3: 

• 
Option #1: This option would capture Canal C-5 near the beginning of the turn to the west along 
the north side of Parcel #3. Canal C-5 would enter a 42 ft. wide x 15 ft. high rectangular channel 
section. The proposed storm system consisting of twin culverts at the road crossings and the 
rectangular channel would convey flows along the existing Canal C-5 path on the west side of 
Parcel #3 and direct the flows toward the existing twin 10 ft. x 5 ft. culverts that cross under Central 
Florida Parkway (CFP). 
• 
Option #2: This option would capture Canal C-5 near the end of the turn to the west along the north 
side of Parcel #3. Canal C-5 would enter twin 12 ft. x 10 ft. box culverts. The proposed twin culvert 
system would convey flows along the existing Canal C-5 path on the west side of Parcel #3 and 
direct them toward the proposed twin 11 ft. x 6 ft. culverts that cross under the western entrance to 
Parcel #3 and continue toward the existing twin 10 ft. x 5 ft. culverts that cross under CFP. 
• 
Option #3: This option would relocate the portion of Canal C-5 running along the west side of Parcel 
#3 to the east of said Parcel. This portion of Canal C-5 would enter twin 10 ft. x 6 ft. culverts that 
convey flow under the proposed entrance and connect to a 42 ft. wide x 15 ft. high rectangular 
channel section that continues to the south along International Drive (I-Drive) and turns west at the 
intersection of International Drive (I-Drive) and CFP. From here it would continue west along CFP 
and connect to the existing twin 10 ft. x 5 ft. box culverts that cross under CFP. 
This study analyzes each option and compares it to the current configuration for Canal C-5. The goal is to 
achieve a near zero rise in water surface elevation while using the minimum rectangular canal cross section 
to reduce the drainage easement, without impacting the upstream systems discharging into Canal C-5. The 
following pages will describe the available data, the proposed options models, provide a comparison to the 
existing conditions model, and provide a conclusion. 

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Figure 1: Parcels of Interest 



Source: Orange County Florida Property Appraiser web site. 

ID Parcel Number Owner Name Physical Address 
3 12-24-28-7874-00020 
SeaWorld of Florida, 
Inc. 
10700 International Dr., Orlando, FL 32821 
4 12-24-28-7874-00021 
SeaWorld of Florida, 
Inc. 
10890 International Dr., Orlando, FL 32821 

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1. Design Requirements 
The Design Requirement of the following study is to achieve a near zero rise in the water surface elevations 
of Canal C-5 with the three (3) Options presented in the Executive Summary. 

2. Stormwater Analysis 
The stormwater modeling computer program Hydrologic Engineering Center River Analysis System (HECRAS) 
version 6.4.1 was used for analyzing the existing conditions and the different proposed options. The 
models use one-dimensional steady flow data extracted from the Water Control Plan (WCP) provided by 
the Valencia Water Control District (VWCD) and prepared by CPH Engineering on May 29, 1998 (Updated 
July 15, 2003). The VWCD also provided information on the Amil Gate S-501 (See Appendix A for Detail 
Sheet by Gee & Jenson Consulting Engineering, Inc. dated November 1972). This information was used to 
verify the Valencia Water Control Plan (Valencia WCP) and to establish the tailwater used. The VWCD also 
indicated that all elevations are in the National Geodetic Vertical Datum of 1929 (NGVD 29). 

3. Existing Conditions 
Canal C-5 currently runs south starting at an Elliptical Reinforced Concrete Pipe (ERCP) Culvert located at 
the intersection of Sea Harbor Drive and I-Drive. From this point, C-5 continues south along the western 
side of I-Drive until it reaches Parcel #3 (See Figure 1). At this point, Canal C-5 turns to the west along the 
north side of Parcel #3 and continues its flow toward the west side of said parcel. At the northwest corner 
of Parcel #3, Canal C-5 turns south and runs along the west side of said parcel, crossing under a set of 
twin 10 ft. x 5 ft. box culverts located at the western entrance to Parcel #3. Canal C-5 continues south until 
it reaches another set of twin 10 ft. x 5 ft. box culverts crossing under CFP. Canal C-5 continues south after 
CFP until it reaches Amil Gate S-501; this is where the water surface elevation and flows in Canal C-5 are 
controlled by the gate. After the S-501 gate, Canal C-5 continues south along the east side of the Discovery 
Cove property until it connects with Canal C-1. 

For comparison purposes, this study is interested in the section of Canal C-5 that begins at a point 
approximately 200 feet north of the beginning of the bend to the west along the north side of Parcel #3 and 
ends at or after the existing twin 10 ft. x 5 ft. box culverts crossing under CFP. The tailwater assumed for 
the existing and all three (3) options is the elevation at the Amil Gate S-501 during a 25-year / 72-hour 
storm and indicated on the WCP to be 85.17 ft. NGVD 29. The WCP indicates that a Total Flow of 459 cfs 
is conveyed by the twin 10 ft. x 5 ft. box culverts crossing under CFP during a 25-year / 72-hour storm 
event. It is assumed that the studied section of Canal C-5 should convey the same flow. This information 
was used in creating the one-dimensional steady flow analysis for the existing conditions and the three (3) 
options. See Figure 2: Water Control Plan for more details. 

The existing Canal C-5 alignment and profile information was gathered from available Survey Civil 3D data 
and a typical cross-section extracted from detail sheet C2.11 of Construction Plans for the SWF Pond ‘6’ 
Relocation as-builts dated 10/26/1996 (Application # 960806-5). See Appendix C for additional information. 

The existing Canal C-5 is being considered as an excavated channel with “Dense weeds”. The Manning’s 
n Roughness Coefficient used in the existing channel model is 0.035. See Appendix D for additional 
information. 

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Figure 2: Water Control Plan 



Source: The Valencia Water Control Plan by CPH. Dated 05/29/1998. 

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3.1. Existing Conditions Model Results 
All data previously described in the above section was used to create a HEC-RAS one-dimensional steady 
flow model. The following table shows the elevations at different points of interest along Canal C-5. See 
Appendix B for full table results, profile, and model layout. 

Location 25-Year / 72-Hour Water Surface Elevation (ft.) 
Comparison Point #1 (CP #1) 86.46 
Comparison Point #2 (CP #2) 85.81 

4. Canal C-5 Reconfiguration Options 
4.1. Option #1: Place portion of Canal C-5 in rectangular 
section 

As previously described, beginning at the northeast corner of Parcel #3, before the existing Canal C-5 turns 
to the west, the existing Canal C-5 will enter a 42 ft. wide x 15 ft. high rectangular channel section which 
will continue to convey the flow westward along the northern side of Parcel #3. The rectangular section of 
Canal C-5 through Parcel #3 will consist of a concrete bottom and vertical sheet piles on the sides. The 
sides are planned to be themed to enhance the look of Canal C-5 along the northern and western sides of 
Parcel #3. The rectangular channel will continue to the west until a proposed entrance to Parcel #3 which 
will be in the northwest corner of said parcel. At this point, twin 12 ft. x 10 ft. box culverts will convey the 
flow under the proposed entrance road. The Canal C-5 rectangular section will continue south along the 
western side of Parcel #3 until it reaches the existing twin 10 ft. x 5 ft. box culverts under the Western 
Entrance to the parcel. After this point, Canal C-5 will continue its existing path and configuration toward 
the existing twin 10 ft. x 5 ft. box culverts under CFP. 

A HEC-RAS model was created using the same beginning and ending points indicated in the existing 
conditions (See Section 3). The same tailwater of 85.17 ft., assumed for the existing condition, was used 
for this option. The same Total Flow of 459 cfs was also used to create the one-dimensional steady flow 
analysis used in HEC-RAS. The proposed rectangular section is considered as a “Concrete Bottom float 
finished with sides of Dry Rubble on Riprap” for possible theming sides. The Manning’s n Roughness 
Coefficient used in this Option model is 0.035. See Appendix D for additional information. 

4.1.1. Option #1 Model Results 
All data previously described in the above section was used to create a HEC-RAS one-dimensional steady 
flow model. The following table shows the elevations at the beginning and end of the relocated portion of 
Canal C-5. See Appendix B for full table results, profile, and model layout. 

Location 25-Year / 72-Hour Water Surface Elevation (ft.) 
Comparison Point #1 (CP #1) 86.46 
Comparison Point #2 (CP #2) 85.81 

4.2. Option #2: Place portion of Canal C-5 in twin culverts 
As previously described, beginning near the end of Canal C-5’s turn to the west along the north side of 
Parcel #3, a twin set of 12 ft. x 10 ft. box culverts will capture the flow and convey it along the existing Canal 
C-5 path on the west side of Parcel #3. The proposed storm system will connect to a point in the existing 
Canal C-5 located approximately 250 ft. north of the Box Culverts under the Western Entrance to Parcel 

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#3. It is recommended that the existing culverts be upsized to twin 12 ft. x 6 ft. box culverts. At this point, 
the flows will continue the same existing path toward the existing twin 10 ft. x 5 ft. box culverts located 
under CFP. 

A HEC-RAS model was created using the same beginning and ending points indicated in the existing 
conditions (See Section 3). The same tailwater of 85.17 ft., assumed for the existing condition, was used 
for this option. The same Total Flow of 459 cfs was also used to create the one-dimensional steady flow 
analysis used in HEC-RAS. The existing portions of Canal C-5 are being considered as excavated channel 
with “Dense weeds”. The Manning’s n Roughness Coefficient used in the existing portions of the channel 
model is 0.035. See Appendix D for additional information. 

4.2.1. 
Option #2 Model Results 
All data previously described in the above section was used to create a HEC-RAS one-dimensional steady 
flow model. The following table shows the elevations at the beginning and end of the relocated portion of 
Canal C-5. See Appendix B for full table results, profile, and model layout. 

Location 25-Year / 72-Hour Water Surface Elevation (ft.) 
Comparison Point #1 (CP #1) 86.51 
Comparison Point #2 (CP #2) 85.81 

4.3. 
Option #3: Relocate portion of Canal C-5 to the east and 
place in rectangular section. 
As previously described, beginning at the northeast corner of Parcel #3, before the existing Canal C-5 turns 
to the west, the existing Canal C-5 will enter twin 10 ft. x 6 ft. culverts that convey the flow under the 
proposed northeast entrance to Parcel #3 and convey flow toward the south where a 42 ft. wide x 15 ft. 
high rectangular channel section will continue to convey the flow southward along I-Drive. The rectangular 
section of Canal C-5 through Parcels #3 and #4 will consist of a concrete bottom and vertical sheet piles 
on the sides. The sides are planned to be themed to enhance the look of Canal C-5 along I-Drive. The 
rectangular section will continue until the southeast corner of Parcel #3. At this point, the rectangular section 
of Canal C-5 will begin to gradually turn toward the west (300 ft. radius) and continue along CFP until it 
reaches the existing twin 10 ft. x 5 ft. box culverts that cross under CFP. 

A HEC-RAS model was created using the same beginning and ending points indicated in the existing 
conditions (See Section 3). The same tailwater of 85.17 ft., assumed for the existing condition, was used 
for this option. The same Total Flow of 459 cfs was used to create the one-dimensional steady flow analysis 
used in HEC-RAS. The proposed rectangular section is considered as a “Concrete Bottom float finished 
with sides of Dry Rubble on Riprap” for possible theming sides. The Manning’s n Roughness Coefficient 
used in this Option model is 0.035. See Appendix D for additional information. 

4.3.1. 
Option #3 Model Results 
All data previously described in the above section was used to create a HEC-RAS one-dimensional steady 
flow model. The following table shows the elevations at the beginning and end of the relocated portion of 
Canal C-5. See Appendix B for full table results, profile, and model layout. 

Location 25-Year / 72-Hour Water Surface Elevation (ft.) 
Comparison Point #1 (CP #1) 86.38 
Comparison Point #2 (CP #2 adjusted*) 85.82 

* The location for CP #2 was adjusted to the headwall for the existing twin box culverts under CFP because 
Option #3 eliminates the need for box culverts under the existing Western Entrance to Parcel #3. 
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5. Summary 
Below is a table summarizing the results of each of the models and comparing them to the existing 
conditions for the 25-year / 72-hour storm event. 

Location Water 
Surface 
Elevation 
(ft.) 
Existing 
Water 
Surface 
Elevation 
(ft.) 
Option #1 
Water 
Surface 
Elevation 
(ft.) 
Option #2 
Water 
Surface 
Elevation 
(ft.) 
Option #3 
Notes 
Comparison 
Point #1 (CP #1) 
86.46 86.46 86.51 86.38 Option #2 yielded an elevation 
slightly higher, but it is near 
negligible. 
Comparison 85.81 85.81 85.81 85.82 The location for this point on 
Point #2 (CP #2) Option #3 was adjusted to the 
headwall for the existing twin box 
culverts under CFP because 
Option #3 eliminates the need for 
box culverts under the existing 
Western Entrance to Parcel #3 

6. Conclusion 
As indicated in the Summary, all Options yield water surface elevations very close to the elevations resulting 
from the existing conditions. Below are some key points taken into consideration when analyzing each 
option: 

• 
Option #1: This option would capture Canal C-5 near the beginning of the turn to the west along 
the north side of Parcel #3. Canal C-5 would enter a 42 ft. wide x 15 ft. high rectangular channel 
section. This is a preferred option. This option provides additional area that the owner can use, 
while at the same time, maintaining a similar alignment for Canal C-5. This option also provides 
easy access for maintenance and inspection from the existing maintenance road on the west side 
of Canal C-5. 
• 
Option #2: This option would capture Canal C-5 near the end of the turn to the west along the north 
side of Parcel #3 with twin 12 ft. x 10 ft. box culverts. This is not a preferred option due to placing 
Canal C-5 inside box culverts will make it difficult to inspect and provide regular maintenance. 
• 
Option #3: This option would relocate the portion of Canal C-5 running along the west side of Parcel 
#3 to the east of said Parcel. This portion of Canal C-5 would enter twin 10 ft. x 6 ft. culverts that 
convey flow under the proposed entrance and connect to a 42 ft. wide x 15 ft. high rectangular 
channel section. This is not a preferred option. A large portion of Canal C-5 is being placed inside 
box culverts that will make it difficult to inspect and maintain. Also, while the rectangular section 
will make it easier to inspect, its proximity to I-Drive on the east side and future development on 
the west side, could pose maintenance accessibility problems. 
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Appendices 


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Appendix A. Exhibits 


A.1. Location Map 
A.2. Aerial Map 
A.3. Valencia Water Control District Water Control Plan 

A.4. Amil Gate S-501 Detail 
A.5. Option #1 Exhibit 
A.6. Option #2 Exhibit 
A.7. Option #3 Exhibit 
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Central Florida Pkwy 
International Dr 
1" = 1000'Scale 
Dr Ck 
DateEXHIBIT A.1. 
LOCATION MAP Pg SizeANSI A (LETTER) 
12/11/2023 
RAR CMP 
SOURCE: MICROSOFT CORPORATION 12/4/2023 
PROJECT 
LOCATION 
Central Florida Pkwy 
International Dr 
1" = 1000'Scale 
Dr Ck 
DateEXHIBIT A.1. 
LOCATION MAP Pg SizeANSI A (LETTER) 
12/11/2023 
RAR CMP 
SOURCE: MICROSOFT CORPORATION 12/4/2023 
PROJECT 
LOCATION 

Central Florida Pkwy 
International Dr 
1" = 500'Scale 
Dr Ck 
DateEXHIBIT A.2. 
AERIAL MAP Pg SizeANSI A (LETTER) 
12/11/2023 
RAR CMP 
SOURCE: BING MAPS, 12/4/2023 
PROJECT 
LOCATION 
CANAL C-5 
Central Florida Pkwy 
International Dr 
1" = 500'Scale 
Dr Ck 
DateEXHIBIT A.2. 
AERIAL MAP Pg SizeANSI A (LETTER) 
12/11/2023 
RAR CMP 
SOURCE: BING MAPS, 12/4/2023 
PROJECT 
LOCATION 
CANAL C-5 

EXHIBIT A.3.

EXHIBIT A.4.

EXHIBIT A.4.

PROPOSED 
42' WIDE CANAL 
EXISTING HEADWALL 
EXISTING EASEMENT LINE 
PROPOSED HEADWALL 
PROPOSED 
TWIN 12' x 10' 
BOX CULVERTS 
PROPOSED HEADWALL 
PROPOSED EASEMENT LINE 
PROPOSED EASEMENT LINE 
EXISTING EASEMENT LINE 
PROPOSED 42' WIDE CANAL 
1 
2 
EXISTING TWIN 10' X 5' BOX 
CULVERTS UNDER WESTERN 
ENTRANCE TO PARCEL #3. 
EXISTING TWIN 10' X 5' BOX 
CULVERTS UNDER CFP. 
PROPOSED GRADE ELEV=92.00 
90 
85 
80 
75 
70 
95 
65 
67' DRAINAGE EASEMENT 
SECTION 1 
SCALE: 1"=30' 
PROPOSED SCREEN WALL ON TOP OF SHEET PILE 
CANAL BOTTOM ELEV=73.70 
1.5' SHEET PILE 
42' 
TOP OF CANAL WALL ELEV=88.70 
20' EXISTING 
UTILITY CORRIDOR 
1.5' SHEET PILE 
PROPOSED GRADE ELEV=92.00 
90 
85 
80 
75 
70 
95 
65 
57' DRAINAGE EASEMENT 
SECTION 2 
SCALE: 1"=30' 
PROPOSED SCREEN WALL ON TOP OF SHEET PILE 
CANAL BOTTOM ELEV=74.51 
1.5' SHEET PILE 
42' 
TOP OF CANAL WALL 
ELEV=89.51 
10' 
1.5' SHEET PILE 
EXISTING CANAL GRADE 
120' EXISTING CANAL EASEMENT 
120' EXISTING CANAL EASEMENT 
EXISTING CANAL GRADE 
EXISTING 24' SERVICE DRIVE 
EXISTING 18' SERVICE DRIVE 
0 
SCALE: 1" = 160' 
80' 160' 
EXHBIT A.5. 
CANAL C-5 OPTION 1: 
Place portion of Canal 
C-5 in rectangular 
section. 
1 
A 
2 3 4 5 6 7 8 9 10 11 12 13 14 15 
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 
B C D E F G H J K L 
A B C D E F G H J K L 
PROJECT STARBOARD 
CANAL OPTIONS 
7007 SeaWorld Dr, Orlando, FL 32821 
. 
SEAWORLD 
LOCAL OFFICE: 
482 SOUTH KELLER RD 
ORLANDO, FL 32810 
TEL. 407.647.7275 
FAX. 407.806.4500 
www.atkinsrealis.com 
Designed By: 
Approved By: 
Checked By: 
Drawn By: 
Project No. 
Date 
11/07/2023 
R. A. Rivera 100085256 
J. P. Woods 
B. E. Noyes 
C. Matiz Pardo 
EXHIBIT A.5.

PROPOSED HEADWALL 
TWIN 12'x10' BOX CULVERTS 
TYPICAL 
ACCESS 
MANHOLE 
PROPOSED HEADWALL 
TWIN 12'x10' BOX 
CULVERTS WITH 
ACCESS MANHOLES 
1 
TWIN 12'x6' BOX 
CULVERTS 
EXISTING TWIN 10' 
X 5' BOX CULVERTS 
UNDER CFP 
PROPOSED GRADE ELEV=92.00 
TWIN 12'x10' BOX CULVERTS 
INVERT=73.42 
SECTION 1 
SCALE: 1"=30' 
PROPOSED SCREEN WALL 
90 
85 
80 
75 
70 
95 
65 
EXISTING 24' SERVICE DRIVE 
EXISTING CANAL 
GRADE 
120' EXISTING CANAL EASEMENT 
0 
SCALE: 1" = 160' 
80' 160' 
EXHIBIT A.6. 
CANAL C-5 OPTION 2: 
Place portion of Canal 
C-5 in twin culverts. 
1 
A 
2 3 4 5 6 7 8 9 10 11 12 13 14 15 
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 
B C D E F G H J K L 
A B C D E F G H J K L 
PROJECT STARBOARD 
CANAL OPTIONS 
7007 SeaWorld Dr, Orlando, FL 32821 
. 
SEAWORLD 
LOCAL OFFICE: 
482 SOUTH KELLER RD 
ORLANDO, FL 32810 
TEL. 407.647.7275 
FAX. 407.806.4500 
www.atkinsrealis.com 
Designed By: 
Approved By: 
Checked By: 
Drawn By: 
Project No. 
Date 
11/07/2023 
R. A. Rivera 100085256 
J. P. Woods 
B. E. Noyes 
C. Matiz Pardo 
EXHIBIT A.6.

1 
2 
3 
TWIN 10'x6' BOX CULVERTS 
EXISTING TWIN 10' X 5' 
BOX CULVERTS UNDER 
WESTERN ENTRANCE TO 
PARCEL #3. 
NOT USED FOR THIS 
OPTION. 
EXISTING TWIN 10' X 5' 
BOX CULVERTS UNDER 
CFP 
RIGHT OF WAY ELEV=88.65 
BACK OF SIDEWALK ELEV=88.55 
CANAL BOTTOM ELEV=74.42 
5' 7' 
3' 
1.5' 
42' 
90 
85 
80 
75 
70 
95 SOUTH BOUND 
LANE 
65 
TOP OF CANAL WALL ELEV=89.42 
INTERNATIONAL DRIVE 
120' R/W 
50' DRAINAGE EASEMENT 
SECTION 1 
SCALE: 1"=30' 
RIGHT OF WAY ELEV=86.80 
BACK OF SIDEWALK ELEV=86.50 
CANAL BOTTOM ELEV=74.01 
5' 7' 
3' 
1.5' 
42' 
90 
85 
80 
75 
70 
95 SOUTH BOUND 
LANE 
65 
INTERNATIONAL DRIVE 
120' R/W 
50' DRAINAGE EASEMENT 
SECTION 2 
SCALE: 1"=30' 
RIGHT OF WAY ELEV=87.80 
CANAL BOTTOM ELEV=73.34 BACK OF SIDEWALK ELEV=87.75 
5' 7' 
3' 
1.5' 
42' 
90 
85 
80 
75 
70 
95 
WEST BOUND 
LANE 
65 
TOP OF CANAL WALL ELEV=88.34 
CENTRAL FLORIDA PARKWAY 
120' R/W 
50' DRAINAGE EASEMENT 
SECTION 3 
SCALE: 1"=30' 
TOP OF CANAL WALL ELEV=89.01 
0 
SCALE: 1" = 160' 
80' 160' 
EXHIBIT A.7. 
CANAL C-5 OPTION 3: 
Relocate portion of Canal 
C-5 to the east and place 
in rectangular section. 
1 
A 
2 3 4 5 6 7 8 9 10 11 12 13 14 15 
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 
B C D E F G H J K L 
A B C D E F G H J K L 
PROJECT STARBOARD 
CANAL OPTIONS 
7007 SeaWorld Dr, Orlando, FL 32821 
. 
SEAWORLD 
LOCAL OFFICE: 
482 SOUTH KELLER RD 
ORLANDO, FL 32810 
TEL. 407.647.7275 
FAX. 407.806.4500 
www.atkinsrealis.com 
Designed By: 
Approved By: 
Checked By: 
Drawn By: 
Project No. 
Date 
11/07/2023 
R. A. Rivera 100085256 
J. P. Woods 
B. E. Noyes 
C. Matiz Pardo 
EXHIBIT A.7.

Appendix B. HEC-RAS Models 


B.1. Existing HEC-RAS Model 
B.2. Option #1 HEC-RAS Model 
B.3. Option #2 HEC-RAS Model 
B.4. Option #3 HEC-RAS Model 

DC-WP-SWMR | 1.0 | 13 December 2023 
AtkinsRéalis | 23-1201_Canal C-5 Options Report.docx Page 14 of 17 


HEC-RAS 
3013.110 
2883.260 
2753.410 
2713.630 
2673.840 
2610.880 
2547.910 
2484.950 
2421.980 
2315.590 
2231.920 
2187.330 
2143.560 
2099.800 
2056.030 
2012.270 
1968.500 
1880.9801682.8901506.700 
1350.920 
1273.040 
1214.620 
1002.020 
809.070 
616.030 
422.980 
372.340 
306.960 
116.430 
66.180 
0.000 
C5-Ex isting 
Double Box Culverts10 ft. x 5 ft.
Double Box Culvertsunder CFP10 ft. x 5 ft.
HEC-RAS 
3013.110 
2883.260 
2753.410 
2713.630 
2673.840 
2610.880 
2547.910 
2484.950 
2421.980 
2315.590 
2231.920 
2187.330 
2143.560 
2099.800 
2056.030 
2012.270 
1968.500 
1880.9801682.8901506.700 
1350.920 
1273.040 
1214.620 
1002.020 
809.070 
616.030 
422.980 
372.340 
306.960 
116.430 
66.180 
0.000 
C5-Ex isting 
Double Box Culverts10 ft. x 5 ft.
Double Box Culvertsunder CFP10 ft. x 5 ft.
1 in Horiz. = 300 ft 1 in Vert. = 100 ft 


HEC-RAS Plan: Total at Gate River: C5-Existing Reach: HEC-RAS Profile: PF 1 

Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl 
(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) 
HEC-RAS 3013.110 PF 1 459.00 75.43 86.55 86.58 0.000125 1.38 333.28 62.93 0.11 
HEC-RAS 2883.260 PF 1 459.00 75.38 86.53 86.56 0.000123 1.37 335.59 63.23 0.10 
HEC-RAS 2753.410 PF 1 459.00 75.32 86.52 86.54 0.000121 1.36 338.27 63.57 0.10 
HEC-RAS 2733.520 PF 1 459.00 75.31 86.51 86.54 0.000120 1.35 338.90 63.65 0.10 
HEC-RAS 2713.630 PF 1 459.00 75.30 86.51 86.54 0.000120 1.35 339.36 63.72 0.10 
HEC-RAS 2693.740 PF 1 459.00 75.30 86.51 86.54 0.000120 1.35 339.55 63.76 0.10 
HEC-RAS 2673.840 PF 1 459.00 75.29 86.51 86.53 0.000119 1.35 339.93 63.79 0.10 
HEC-RAS 2610.880 PF 1 459.00 75.26 86.50 86.53 0.000118 1.35 341.06 63.91 0.10 
HEC-RAS 2547.910 PF 1 459.00 75.23 86.49 86.52 0.000117 1.34 342.44 64.08 0.10 
HEC-RAS 2484.950 PF 1 459.00 75.21 86.48 86.51 0.000116 1.34 343.47 64.23 0.10 
HEC-RAS 2421.980 PF 1 459.00 75.18 86.48 86.50 0.000115 1.33 345.29 64.47 0.10 
HEC-RAS 2315.590 PF 1 459.00 75.14 86.46 86.49 0.000113 1.32 346.71 64.62 0.10 
HEC-RAS 2231.920 PF 1 459.00 75.10 86.46 86.48 0.000112 1.32 348.57 64.85 0.10 
HEC-RAS 2209.230 PF 1 459.00 75.07 86.45 86.48 0.000110 1.31 351.21 65.21 0.10 
HEC-RAS 2187.330 PF 1 459.00 75.05 86.45 86.48 0.000109 1.30 352.70 65.45 0.10 
HEC-RAS 2165.440 PF 1 459.00 75.02 86.45 86.47 0.000108 1.30 354.29 65.59 0.10 
HEC-RAS 2143.560 PF 1 459.00 75.00 86.45 86.47 0.000107 1.29 355.68 65.80 0.10 
HEC-RAS 2121.680 PF 1 459.00 74.97 86.44 86.47 0.000105 1.28 357.36 65.99 0.10 
HEC-RAS 2099.800 PF 1 459.00 74.95 86.44 86.47 0.000104 1.28 358.69 66.14 0.10 
HEC-RAS 2077.920 PF 1 459.00 74.92 86.44 86.47 0.000103 1.27 360.39 66.37 0.10 
HEC-RAS 2056.030 PF 1 459.00 74.90 86.44 86.46 0.000102 1.27 361.81 66.55 0.10 
HEC-RAS 2034.150 PF 1 459.00 74.87 86.44 86.46 0.000101 1.26 363.51 66.74 0.10 
HEC-RAS 2012.270 PF 1 459.00 74.84 86.43 86.46 0.000100 1.26 364.98 66.91 0.09 
HEC-RAS 1990.390 PF 1 459.00 74.82 86.43 86.46 0.000099 1.25 366.56 67.11 0.09 
HEC-RAS 1968.500 PF 1 459.00 74.79 86.43 86.45 0.000098 1.25 368.16 67.27 0.09 
HEC-RAS 1946.620 PF 1 459.00 74.77 86.43 86.45 0.000097 1.24 369.66 67.48 0.09 
HEC-RAS 1924.740 PF 1 459.00 74.74 86.43 86.45 0.000096 1.24 371.40 67.65 0.09 
HEC-RAS 1902.860 PF 1 459.00 74.72 86.42 86.45 0.000095 1.23 372.82 67.85 0.09 
HEC-RAS 1880.980 PF 1 459.00 74.69 86.42 86.45 0.000094 1.22 374.71 68.07 0.09 
HEC-RAS 1859.090 PF 1 459.00 74.67 86.42 86.44 0.000093 1.22 375.13 68.07 0.09 
HEC-RAS 1682.890 PF 1 459.00 74.46 86.41 86.43 0.000086 1.18 388.13 69.56 0.09 
HEC-RAS 1506.700 PF 1 459.00 74.26 86.39 86.41 0.000079 1.14 401.65 71.12 0.08 
HEC-RAS 1487.220 PF 1 459.00 74.24 86.39 86.41 0.000078 1.14 403.83 71.43 0.08 
HEC-RAS 1467.750 PF 1 459.00 74.21 86.39 86.41 0.000077 1.13 405.54 71.59 0.08 
HEC-RAS 1448.280 PF 1 459.00 74.19 86.39 86.41 0.000076 1.13 407.03 71.76 0.08 
HEC-RAS 1428.810 PF 1 459.00 74.17 86.39 86.41 0.000075 1.12 408.42 71.92 0.08 
HEC-RAS 1409.340 PF 1 459.00 74.14 86.39 86.40 0.000075 1.12 410.07 72.09 0.08 
HEC-RAS 1389.870 PF 1 459.00 74.12 86.38 86.40 0.000074 1.12 411.64 72.26 0.08 
HEC-RAS 1370.390 PF 1 459.00 74.10 86.38 86.40 0.000073 1.11 413.04 72.45 0.08 
HEC-RAS 1350.920 PF 1 459.00 74.08 86.38 86.40 0.000073 1.11 414.61 72.61 0.08 
HEC-RAS 1331.450 PF 1 459.00 74.05 86.38 86.40 0.000072 1.10 416.18 72.77 0.08 
HEC-RAS 1311.980 PF 1 459.00 74.03 86.38 86.40 0.000071 1.10 417.77 72.94 0.08 
HEC-RAS 1292.510 PF 1 459.00 74.01 86.38 86.40 0.000071 1.09 419.20 73.13 0.08 
HEC-RAS 1273.040 PF 1 459.00 73.99 86.38 86.39 0.000070 1.09 420.77 73.29 0.08 
HEC-RAS 1253.570 PF 1 459.00 73.96 86.37 86.39 0.000069 1.09 422.45 73.46 0.08 
HEC-RAS 1234.090 PF 1 459.00 73.94 86.37 86.39 0.000069 1.08 424.10 73.65 0.08 
HEC-RAS 1214.620 PF 1 459.00 73.92 86.37 86.39 0.000068 1.08 425.53 73.82 0.08 
HEC-RAS 1195.150 PF 1 459.00 73.90 86.37 86.39 0.000068 1.08 426.22 73.83 0.08 
HEC-RAS 1002.020 PF 1 459.00 73.67 86.36 86.38 0.000062 1.04 442.06 75.49 0.08 
HEC-RAS 809.070 PF 1 459.00 73.45 86.35 86.36 0.000056 1.00 458.25 77.19 0.07 
HEC-RAS 616.030 PF 1 459.00 73.22 86.34 86.35 0.000051 0.97 475.19 78.93 0.07 
HEC-RAS 422.980 PF 1 459.00 73.00 86.34 74.96 86.35 0.000013 0.61 749.36 85.34 0.04 
HEC-RAS 421.98 Culvert 
HEC-RAS 372.340 PF 1 459.00 73.00 85.82 85.83 0.000015 0.65 707.48 83.34 0.04 
HEC-RAS 339.650 PF 1 459.00 73.00 85.81 85.83 0.000058 1.02 451.49 76.49 0.07 
HEC-RAS 306.960 PF 1 459.00 73.00 85.82 74.95 85.82 0.000014 0.63 724.61 86.06 0.04 
HEC-RAS 304.96 Culvert 
HEC-RAS 116.430 PF 1 459.00 73.00 85.20 85.21 0.000015 0.63 732.80 93.10 0.04 
HEC-RAS 66.180 PF 1 459.00 73.42 85.18 85.21 0.000089 1.20 382.99 69.44 0.09 
HEC-RAS 32.590 PF 1 459.00 73.71 85.18 85.20 0.000106 1.29 355.67 65.71 0.10 
HEC-RAS 0.000 PF 1 459.00 73.99 85.17 77.79 85.20 0.000121 1.36 337.28 63.43 0.10 


0 500 1000 1500 2000 2500 3000 3500 
70 
75 
80 
85 
90 
95 
C5-Existing V3 Plan: C5-Existing-Total Flow Plan at Amil Gate 12/13/2023 
Main Channel Distance (ft) 
Elevation (ft) 
LegendEG PF 1 
WS PF 1 
Crit PF 1 
Ground 
C5-Existing HEC-RAS 
Existing HEC-RAS Model 
0 500 1000 1500 2000 2500 3000 3500 
70 
75 
80 
85 
90 
95 
C5-Existing V3 Plan: C5-Existing-Total Flow Plan at Amil Gate 12/13/2023 
Main Channel Distance (ft) 
Elevation (ft) 
LegendEG PF 1 
WS PF 1 
Crit PF 1 
Ground 
C5-Existing HEC-RAS 
Existing HEC-RAS Model 

HEC-RAS 
3031.920 
2902.070 
2772.220 
2732.440 
2692.660 
2629.690 
2566.730 
2503.760 
2456.130 
2334.350 
2250.670 
2183.780 
2146.190 
2108.610 
2071.030 
2033.450 
1958.2901732.8801545.060 
1402.690 
1305.570 
1224.410 
1031.590 
865.830 
700.070 
534.310 
461.850 
422.980 
372.340 
306.950 
116.430 
66.170 
0.000 
C5-Same Path-Rec 
Double Box Culverts10 ft. x 5 ft.
Double Box Culvertsunder CFP10 ft. x 5 ft.
HEC-RAS 
3031.920 
2902.070 
2772.220 
2732.440 
2692.660 
2629.690 
2566.730 
2503.760 
2456.130 
2334.350 
2250.670 
2183.780 
2146.190 
2108.610 
2071.030 
2033.450 
1958.2901732.8801545.060 
1402.690 
1305.570 
1224.410 
1031.590 
865.830 
700.070 
534.310 
461.850 
422.980 
372.340 
306.950 
116.430 
66.170 
0.000 
C5-Same Path-Rec 
Double Box Culverts10 ft. x 5 ft.
Double Box Culvertsunder CFP10 ft. x 5 ft.
1 in Horiz. = 300 ft 1 in Vert. = 100 ft 


HEC-RAS Plan: Total at Gate River: C5-Same Path-Rec Reach: HEC-RAS Profile: PF 1 

Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl 
(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) 
HEC-RAS 3031.920 PF 1 459.00 75.57 86.55 86.58 0.000134 1.41 324.53 61.81 0.11 
HEC-RAS 2902.070 PF 1 459.00 75.49 86.53 86.56 0.000130 1.40 328.45 62.32 0.11 
HEC-RAS 2772.220 PF 1 459.00 75.41 86.51 86.54 0.000126 1.38 332.46 62.82 0.11 
HEC-RAS 2752.330 PF 1 459.00 75.40 86.51 86.54 0.000125 1.38 333.12 62.92 0.11 
HEC-RAS 2732.440 PF 1 459.00 75.39 86.51 86.54 0.000125 1.38 333.57 62.98 0.11 
HEC-RAS 2712.550 PF 1 459.00 75.38 86.51 86.54 0.000124 1.37 334.10 63.05 0.11 
HEC-RAS 2692.660 PF 1 459.00 75.37 86.50 86.53 0.000124 1.37 334.62 63.12 0.11 
HEC-RAS 2629.690 PF 1 459.00 75.33 86.50 86.53 0.000122 1.36 336.53 63.34 0.10 
HEC-RAS 2566.730 PF 1 459.00 75.29 86.49 86.52 0.000120 1.36 338.56 63.61 0.10 
HEC-RAS 2503.760 PF 1 459.00 75.25 86.48 86.51 0.000119 1.35 340.51 63.83 0.10 
HEC-RAS 2456.130 PF 1 459.00 75.22 86.48 86.50 0.000117 1.34 342.93 64.18 0.10 
HEC-RAS 2334.350 PF 1 459.00 75.15 86.46 86.49 0.000114 1.33 345.79 64.51 0.10 
HEC-RAS 2250.670 PF 1 459.00 75.10 86.45 86.48 0.000112 1.32 348.11 64.72 0.10 
HEC-RAS 2226.300 PF 1 459.00 75.07 86.46 86.48 0.000035 0.96 479.54 42.20 0.05 
HEC-RAS 2221.360 PF 1 459.00 75.06 86.46 86.47 0.000035 0.95 482.23 42.42 0.05 
HEC-RAS 2183.780 PF 1 459.00 75.02 86.46 86.47 0.000034 0.94 488.27 42.81 0.05 
HEC-RAS 2146.190 PF 1 459.00 74.98 86.46 86.47 0.000033 0.94 490.70 42.89 0.05 
HEC-RAS 2108.610 PF 1 459.00 74.93 86.46 86.47 0.000033 0.93 491.82 42.81 0.05 
HEC-RAS 2071.030 PF 1 459.00 74.89 86.46 86.47 0.000033 0.93 494.36 42.90 0.05 
HEC-RAS 2033.450 PF 1 459.00 74.85 86.46 86.47 0.000032 0.93 495.46 42.81 0.05 
HEC-RAS 1995.870 PF 1 459.00 74.80 86.45 86.47 0.000032 0.92 497.90 42.89 0.05 
HEC-RAS 1958.290 PF 1 459.00 74.76 86.45 86.47 0.000032 0.92 499.11 42.81 0.05 
HEC-RAS 1920.710 PF 1 459.00 74.72 86.45 86.46 0.000032 0.93 495.43 42.33 0.05 
HEC-RAS 1732.880 PF 1 459.00 74.51 86.45 86.46 0.000031 0.91 502.57 42.21 0.05 
HEC-RAS 1545.060 PF 1 459.00 74.29 86.44 86.45 0.000029 0.90 512.45 42.28 0.05 
HEC-RAS 1509.470 PF 1 459.00 74.24 86.44 86.45 0.000028 0.89 517.38 42.56 0.04 
HEC-RAS 1473.880 PF 1 459.00 74.21 86.44 86.45 0.000028 0.89 518.21 42.49 0.04 
HEC-RAS 1438.290 PF 1 459.00 74.16 86.44 86.45 0.000028 0.88 520.82 42.57 0.04 
HEC-RAS 1402.690 PF 1 459.00 74.13 86.44 75.67 86.45 0.000028 0.89 518.19 42.21 0.04 
HEC-RAS 1401.69 Culvert 
HEC-RAS 1305.570 PF 1 459.00 74.01 86.36 86.37 0.000028 0.88 519.92 42.21 0.04 
HEC-RAS 1278.520 PF 1 459.00 73.98 86.36 86.37 0.000028 0.88 523.16 42.37 0.04 
HEC-RAS 1251.460 PF 1 459.00 73.95 86.36 86.37 0.000027 0.88 524.34 42.37 0.04 
HEC-RAS 1224.410 PF 1 459.00 73.92 86.36 86.37 0.000027 0.87 525.63 42.38 0.04 
HEC-RAS 1197.350 PF 1 459.00 73.89 86.35 86.37 0.000027 0.87 525.36 42.25 0.04 
HEC-RAS 1031.590 PF 1 459.00 73.70 86.35 86.36 0.000026 0.86 532.71 42.22 0.04 
HEC-RAS 865.830 PF 1 459.00 73.51 86.35 86.36 0.000025 0.85 544.71 50.54 0.04 
HEC-RAS 700.070 PF 1 459.00 73.32 86.34 86.35 0.000024 0.84 554.39 52.14 0.04 
HEC-RAS 534.310 PF 1 459.00 73.13 86.34 86.35 0.000023 0.82 564.15 53.66 0.04 
HEC-RAS 517.510 PF 1 459.00 73.11 86.34 86.35 0.000023 0.82 564.98 53.56 0.04 
HEC-RAS 500.710 PF 1 459.00 73.09 86.34 86.35 0.000023 0.82 564.63 52.78 0.04 
HEC-RAS 461.850 PF 1 459.00 73.04 86.34 86.35 0.000023 0.82 563.92 50.18 0.04 
HEC-RAS 422.980 PF 1 459.00 73.00 86.34 74.54 86.35 0.000022 0.82 563.78 48.53 0.04 
HEC-RAS 421.98 Culvert 
HEC-RAS 372.340 PF 1 459.00 73.00 85.82 85.83 0.000015 0.65 707.49 83.34 0.04 
HEC-RAS 339.650 PF 1 459.00 73.00 85.81 85.83 0.000058 1.02 451.50 76.49 0.07 
HEC-RAS 306.950 PF 1 459.00 73.00 85.82 74.95 85.82 0.000014 0.63 724.63 86.06 0.04 
HEC-RAS 304.95 Culvert 
HEC-RAS 116.430 PF 1 459.00 73.00 85.20 85.21 0.000015 0.63 732.82 93.10 0.04 
HEC-RAS 66.170 PF 1 459.00 73.43 85.18 85.21 0.000089 1.20 382.52 69.26 0.09 
HEC-RAS 32.580 PF 1 459.00 73.72 85.18 85.20 0.000107 1.29 355.13 65.66 0.10 
HEC-RAS 0.000 PF 1 459.00 74.00 85.17 77.81 85.20 0.000122 1.36 336.68 63.38 0.10 


0 500 1000 1500 2000 2500 3000 3500 
70 
75 
80 
85 
90 
95 
C5-Same Path-Rect V2 Plan: C5-Same Path-Rect V2 12/13/2023 
Main Channel Distance (ft) 
Elevation (ft) 
LegendEG PF 1 
WS PF 1 
Crit PF 1 
Ground 
C5-Same Path-Rec HEC-RAS 
Option #1 HEC-RAS Model0 500 1000 1500 2000 2500 3000 3500 
70 
75 
80 
85 
90 
95 
C5-Same Path-Rect V2 Plan: C5-Same Path-Rect V2 12/13/2023 
Main Channel Distance (ft) 
Elevation (ft) 
LegendEG PF 1 
WS PF 1 
Crit PF 1 
Ground 
C5-Same Path-Rec HEC-RAS 
Option #1 HEC-RAS Model

HEC-RAS 
3007.840 
2877.990 
2748.140 
2708.360 
2668.580 
2605.610 
2542.650 
2479.680 
2432.050 
2310.270 
2226.590 
2182.000 
2138.240 
2094.480 
2050.710 
2006.950 
1963.180 
1875.650 
1353.710 
1191.470 
780.300 
609.480 
516.230 
422.980 
372.340 
306.960 
116.430 
66.170 
0.000 
C5-Same -Culverts 
Double Box Culvertsunder CFP10 ft. x 5 ft.
Double Box Culverts12 ft. x 6 ft.
Double Box Culverts12 ft. x 10 ft.
HEC-RAS 
3007.840 
2877.990 
2748.140 
2708.360 
2668.580 
2605.610 
2542.650 
2479.680 
2432.050 
2310.270 
2226.590 
2182.000 
2138.240 
2094.480 
2050.710 
2006.950 
1963.180 
1875.650 
1353.710 
1191.470 
780.300 
609.480 
516.230 
422.980 
372.340 
306.960 
116.430 
66.170 
0.000 
C5-Same -Culverts 
Double Box Culvertsunder CFP10 ft. x 5 ft.
Double Box Culverts12 ft. x 6 ft.
Double Box Culverts12 ft. x 10 ft.
1 in Horiz. = 300 ft 1 in Vert. = 100 ft 


HEC-RAS Plan: Culverts V2 River: C5-Same-Culverts Reach: HEC-RAS Profile: PF 1 

Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl 
(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) 
HEC-RAS 3007.840 PF 1 459.00 75.43 86.59 86.62 0.000122 1.37 336.23 63.31 0.10 
HEC-RAS 2877.990 PF 1 459.00 75.38 86.58 86.61 0.000120 1.36 338.57 63.61 0.10 
HEC-RAS 2748.140 PF 1 459.00 75.32 86.56 86.59 0.000118 1.34 341.30 63.95 0.10 
HEC-RAS 2728.250 PF 1 459.00 75.31 86.56 86.59 0.000117 1.34 341.96 64.03 0.10 
HEC-RAS 2708.360 PF 1 459.00 75.30 86.56 86.59 0.000117 1.34 342.35 64.08 0.10 
HEC-RAS 2688.470 PF 1 459.00 75.30 86.56 86.58 0.000117 1.34 342.55 64.13 0.10 
HEC-RAS 2668.580 PF 1 459.00 75.29 86.55 86.58 0.000117 1.34 342.87 64.16 0.10 
HEC-RAS 2605.610 PF 1 459.00 75.26 86.55 86.57 0.000116 1.33 344.08 64.29 0.10 
HEC-RAS 2542.650 PF 1 459.00 75.23 86.54 86.57 0.000114 1.33 345.53 64.47 0.10 
HEC-RAS 2479.680 PF 1 459.00 75.21 86.53 86.56 0.000114 1.32 346.44 64.60 0.10 
HEC-RAS 2432.050 PF 1 459.00 75.19 86.53 86.55 0.000112 1.32 348.21 64.88 0.10 
HEC-RAS 2310.270 PF 1 459.00 75.14 86.51 86.54 0.000111 1.31 349.81 64.99 0.10 
HEC-RAS 2226.590 PF 1 459.00 75.10 86.50 86.53 0.000109 1.30 351.76 65.24 0.10 
HEC-RAS 2203.910 PF 1 459.00 75.07 86.50 86.53 0.000108 1.30 354.31 65.59 0.10 
HEC-RAS 2182.000 PF 1 459.00 75.05 86.50 86.53 0.000106 1.29 355.95 65.84 0.10 
HEC-RAS 2160.120 PF 1 459.00 75.02 86.50 86.52 0.000105 1.28 357.44 65.98 0.10 
HEC-RAS 2138.240 PF 1 459.00 75.00 86.50 86.52 0.000104 1.28 358.91 66.20 0.10 
HEC-RAS 2116.360 PF 1 459.00 74.97 86.49 86.52 0.000103 1.27 360.60 66.37 0.10 
HEC-RAS 2094.480 PF 1 459.00 74.95 86.49 86.52 0.000102 1.27 362.06 66.57 0.10 
HEC-RAS 2072.590 PF 1 459.00 74.92 86.49 86.51 0.000101 1.26 363.57 66.75 0.10 
HEC-RAS 2050.710 PF 1 459.00 74.90 86.49 86.51 0.000100 1.26 365.11 66.93 0.09 
HEC-RAS 2028.830 PF 1 459.00 74.87 86.49 86.51 0.000099 1.25 366.84 67.14 0.09 
HEC-RAS 2006.950 PF 1 459.00 74.84 86.48 86.51 0.000098 1.25 368.48 67.32 0.09 
HEC-RAS 1985.060 PF 1 459.00 74.82 86.48 86.51 0.000097 1.24 369.93 67.52 0.09 
HEC-RAS 1963.180 PF 1 459.00 74.79 86.48 86.50 0.000096 1.24 371.55 67.67 0.09 
HEC-RAS 1941.300 PF 1 459.00 74.77 86.48 86.50 0.000095 1.23 373.13 67.89 0.09 
HEC-RAS 1919.420 PF 1 459.00 74.74 86.48 86.50 0.000094 1.22 374.76 68.07 0.09 
HEC-RAS 1897.540 PF 1 459.00 74.72 86.47 86.50 0.000093 1.22 376.26 68.25 0.09 
HEC-RAS 1875.650 PF 1 459.00 74.69 86.47 86.49 0.000092 1.21 377.95 68.45 0.09 
HEC-RAS 1853.770 PF 1 459.00 74.67 86.48 76.48 86.49 0.000018 0.70 658.73 80.54 0.04 
HEC-RAS 1852.77 Culvert 
HEC-RAS 1353.710 PF 1 459.00 74.08 86.37 74.85 86.37 0.000002 0.35 1474.65 120.00 0.02 
HEC-RAS 1353.61 Culvert 
HEC-RAS 1191.470 PF 1 459.00 73.90 86.28 74.66 86.28 0.000002 0.35 1486.06 120.00 0.02 
HEC-RAS 1191.37 Culvert 
HEC-RAS 780.300 PF 1 459.00 73.42 86.17 74.18 86.17 0.000002 0.34 1530.40 120.00 0.02 
HEC-RAS 780.2 Culvert 
HEC-RAS 609.480 PF 1 459.00 73.22 86.07 86.08 0.000013 0.62 745.87 85.02 0.04 
HEC-RAS 516.230 PF 1 459.00 73.11 86.06 86.08 0.000055 0.99 462.30 77.64 0.07 
HEC-RAS 422.980 PF 1 459.00 73.00 86.07 74.96 86.07 0.000014 0.63 726.09 84.14 0.04 
HEC-RAS 421.98 Culvert 
HEC-RAS 372.340 PF 1 459.00 73.00 85.82 85.83 0.000015 0.65 707.49 83.34 0.04 
HEC-RAS 339.650 PF 1 459.00 73.00 85.81 85.83 0.000058 1.02 451.47 76.51 0.07 
HEC-RAS 306.960 PF 1 459.00 73.00 85.82 74.95 85.82 0.000014 0.63 724.63 86.06 0.04 
HEC-RAS 304.96 Culvert 
HEC-RAS 116.430 PF 1 459.00 73.00 85.20 85.21 0.000015 0.63 732.82 93.10 0.04 
HEC-RAS 66.170 PF 1 459.00 73.43 85.18 85.21 0.000089 1.20 382.49 69.27 0.09 
HEC-RAS 32.580 PF 1 459.00 73.72 85.18 85.20 0.000107 1.29 355.18 65.66 0.10 
HEC-RAS 0.000 PF 1 459.00 74.00 85.17 77.80 85.20 0.000122 1.36 336.63 63.35 0.10 


0 500 1000 1500 2000 2500 3000 3500 
70 
75 
80 
85 
90 
95 
C5-Same-Culverts V2 Plan: C5-Same Path-Culverts V2 12/13/2023 
Main Channel Distance (ft) 
Elevation (ft) 
LegendEG PF 1 
WS PF 1 
Crit PF 1 
Ground 
C5-Same-Culverts HEC-RAS 
Option #2 HEC-RAS Model0 500 1000 1500 2000 2500 3000 3500 
70 
75 
80 
85 
90 
95 
C5-Same-Culverts V2 Plan: C5-Same Path-Culverts V2 12/13/2023 
Main Channel Distance (ft) 
Elevation (ft) 
LegendEG PF 1 
WS PF 1 
Crit PF 1 
Ground 
C5-Same-Culverts HEC-RAS 
Option #2 HEC-RAS Model

HEC-RAS 
3031.040 
2901.190 
2771.340 
2731.560 
2691.780 
2628.810 
2565.840 
2502.880 
2457.690 
2333.490 
2276.890 
1766.480 
1646.740 
1526.990 
1407.250 
1287.510 
1252.250 
1216.990 
1181.720 
1146.460 
1111.200 
1040.680 
900.560 
695.930 
496.410 
304.96 
116.430 
66.170 
0.000 
C5 Re l oca t i on 
Double Box Culvertsunder CFP10 ft. x 5 ft.
HEC-RAS 
3031.040 
2901.190 
2771.340 
2731.560 
2691.780 
2628.810 
2565.840 
2502.880 
2457.690 
2333.490 
2276.890 
1766.480 
1646.740 
1526.990 
1407.250 
1287.510 
1252.250 
1216.990 
1181.720 
1146.460 
1111.200 
1040.680 
900.560 
695.930 
496.410 
304.96 
116.430 
66.170 
0.000 
C5 Re l oca t i on 
Double Box Culvertsunder CFP10 ft. x 5 ft.
1 in Horiz. = 300 ft 1 in Vert. = 100 ft 


HEC-RAS Plan: Total at Gate River: C5 Relocation Reach: HEC-RAS Profile: PF 1 

Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl 
(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) 
HEC-RAS 3031.040 PF 1 459.00 75.43 86.46 86.49 0.000130 1.40 328.05 62.26 0.11 
HEC-RAS 2901.190 PF 1 459.00 75.38 86.45 86.48 0.000128 1.39 330.31 62.57 0.11 
HEC-RAS 2771.340 PF 1 459.00 75.32 86.43 86.46 0.000125 1.38 332.99 62.90 0.11 
HEC-RAS 2751.450 PF 1 459.00 75.31 86.43 86.46 0.000125 1.38 333.45 62.95 0.11 
HEC-RAS 2731.560 PF 1 459.00 75.30 86.43 86.45 0.000124 1.37 334.02 63.04 0.11 
HEC-RAS 2711.670 PF 1 459.00 75.30 86.42 86.45 0.000124 1.37 334.05 63.06 0.11 
HEC-RAS 2691.780 PF 1 459.00 75.29 86.42 86.45 0.000124 1.37 334.41 63.10 0.11 
HEC-RAS 2628.810 PF 1 459.00 75.26 86.41 86.44 0.000123 1.37 335.63 63.24 0.10 
HEC-RAS 2565.840 PF 1 459.00 75.23 86.41 86.43 0.000122 1.36 336.98 63.40 0.10 
HEC-RAS 2502.880 PF 1 459.00 75.21 86.40 86.43 0.000121 1.36 337.89 63.52 0.10 
HEC-RAS 2457.690 PF 1 459.00 75.19 86.39 86.42 0.000120 1.35 339.54 63.77 0.10 
HEC-RAS 2333.490 PF 1 459.00 75.14 86.38 86.41 0.000118 1.35 341.12 63.93 0.10 
HEC-RAS 2276.890 PF 1 459.00 75.11 86.37 86.40 0.000117 1.34 342.50 64.09 0.10 
HEC-RAS 2249.800 PF 1 459.00 75.10 86.38 77.07 86.39 0.000020 0.70 657.70 90.57 0.05 
HEC-RAS 2245.8 Culvert 
HEC-RAS 1766.480 PF 1 459.00 74.55 85.85 85.87 0.000035 0.96 479.42 42.56 0.05 
HEC-RAS 1646.740 PF 1 459.00 74.42 85.85 85.86 0.000035 0.95 481.17 42.20 0.05 
HEC-RAS 1526.990 PF 1 459.00 74.28 85.85 85.86 0.000034 0.94 486.91 42.20 0.05 
HEC-RAS 1407.250 PF 1 459.00 74.15 85.84 85.86 0.000033 0.93 492.25 42.20 0.05 
HEC-RAS 1287.510 PF 1 459.00 74.01 85.84 85.85 0.000031 0.92 498.81 42.26 0.05 
HEC-RAS 1252.250 PF 1 459.00 73.97 85.84 85.85 0.000031 0.91 502.85 42.48 0.05 
HEC-RAS 1216.990 PF 1 459.00 73.93 85.84 85.85 0.000030 0.91 505.63 42.59 0.05 
HEC-RAS 1181.720 PF 1 459.00 73.89 85.84 85.85 0.000030 0.91 506.94 43.53 0.05 
HEC-RAS 1146.460 PF 1 459.00 73.85 85.83 85.85 0.000030 0.90 507.85 42.48 0.05 
HEC-RAS 1111.200 PF 1 459.00 73.81 85.83 85.85 0.000030 0.90 510.37 42.56 0.05 
HEC-RAS 1075.940 PF 1 459.00 73.77 85.83 85.84 0.000029 0.90 511.13 42.48 0.05 
HEC-RAS 1040.680 PF 1 459.00 73.73 85.83 85.84 0.000029 0.89 513.82 42.58 0.05 
HEC-RAS 1005.420 PF 1 459.00 73.69 85.83 85.84 0.000029 0.90 512.02 42.28 0.05 
HEC-RAS 900.560 PF 1 459.00 73.57 85.83 85.84 0.000029 0.89 516.11 42.21 0.04 
HEC-RAS 795.690 PF 1 459.00 73.45 85.82 85.84 0.000028 0.88 521.14 42.22 0.04 
HEC-RAS 695.930 PF 1 459.00 73.34 85.82 85.83 0.000027 0.87 525.95 42.24 0.04 
HEC-RAS 596.170 PF 1 459.00 73.23 85.82 85.83 0.000026 0.87 530.49 42.25 0.04 
HEC-RAS 496.410 PF 1 459.00 73.11 85.82 85.83 0.000026 0.86 535.46 42.25 0.04 
HEC-RAS 306.960 PF 1 459.00 73.00 85.82 73.76 85.82 0.000002 0.30 1552.93 121.19 0.01 
HEC-RAS 304.96 Culvert 
HEC-RAS 116.430 PF 1 459.00 73.00 85.20 85.21 0.000015 0.63 732.81 93.10 0.04 
HEC-RAS 66.170 PF 1 459.00 73.43 85.18 85.21 0.000089 1.20 382.59 69.27 0.09 
HEC-RAS 0.000 PF 1 459.00 74.00 85.17 77.80 85.20 0.000122 1.36 336.69 63.36 0.10 


0 500 1000 1500 2000 2500 3000 3500 
70 
75 
80 
85 
90 
95 
C5-Reroute East V2 Plan: C5-Reroute-Flow at Amil Gate V2 12/13/2023 
Main Channel Distance (ft) 
Elevation (ft) 
LegendEG PF 1 
WS PF 1 
Crit PF 1 
Ground 
C5 Relocation HEC-RAS 
Option #3 HEC-RAS Model0 500 1000 1500 2000 2500 3000 3500 
70 
75 
80 
85 
90 
95 
C5-Reroute East V2 Plan: C5-Reroute-Flow at Amil Gate V2 12/13/2023 
Main Channel Distance (ft) 
Elevation (ft) 
LegendEG PF 1 
WS PF 1 
Crit PF 1 
Ground 
C5 Relocation HEC-RAS 
Option #3 HEC-RAS Model

Appendix C. Historic Data 

C.1. Application 960806-5: VWCD Canal C-5 Relocation @ SeaWorld 
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Appendix D. Additional Data 

D.1. 
HEC-RAS Hydraulic Reference Manual Table 3-1: Manning’s n 
Values 
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HEC-RAS Hydraulic Reference Manual – HEC-RAS Hydraulic Reference Manual 
28 https://www.hec.usace.army.mil/confluence/rasdocs/ras1dtechref/modeling-bridges 
29 https://www.hec.usace.army.mil/confluence/rasdocs/ras1dtechref/modeling-culverts 
Basic Data Requirements – 125 
associated with bridges and culverts will be discussed in "Modeling Bridges"28 and "Modeling Culverts"29 of 
this manual. 
Manning’s n. Selection of an appropriate value for Manning’s n is very significant to the accuracy of the 
computed water surface elevations. The value of Manning’s n is highly variable and depends on a number of 
factors including: surface roughness; vegetation; channel irregularities; channel alignment; scour and 
deposition; obstructions; size and shape of the channel; stage and discharge; seasonal changes; 
temperature; and suspended material and bedload. 
In general, Manning’s n values should be calibrated whenever observed water surface elevation information 
(gaged data, as well as high water marks) is available. When gaged data are not available, values of n 
computed for similar stream conditions or values obtained from experimental data should be used as guides 
in selecting n values. 
There are several references a user can access that show Manning's n values for typical channels. An 
extensive compilation of n values for streams and floodplains can be found in Chow’s book “Open-Channel 
Hydraulics” [Chow, 1959]. Excerpts from Chow’s book, for the most common types of channels, are shown 
in Table 3-1 below. Chow's book presents additional types of channels, as well as pictures of streams for 
which n values have been calibrated. 
5.1.6.1 Table 3-1 Manning's n Values 
Type of Channel and Description Minimum Normal Maximum 
A. Natural Streams 
1. Main Channels 
a. Clean, straight, full, no rifts or deep pools 0.025 0.030 0.033 
b. Same as above, but more stones and 
weeds 
0.030 0.035 0.040 
c. Clean, winding, some pools and shoals 0.033 0.040 0.045 
d. Same as above, but some weeds and 
stones 
0.035 0.045 0.050 
e. Same as above, lower stages, more 
ineffective slopes and sections 
0.040 0.048 0.055 
f. Same as "d" but more stones 0.045 0.050 0.060

HEC-RAS Hydraulic Reference Manual – HEC-RAS Hydraulic Reference Manual 
Basic Data Requirements – 126 
g. Sluggish reaches, weedy. deep pools 0.050 0.070 0.080 
h. Very weedy reaches, deep pools, or 
floodways with heavy stands of timber and 
brush 
0.070 0.100 0.150 
2. Flood Plains 
a. Pasture no brush 
1. Short grass 0.025 0.030 0.035 
2. High grass 0.030 0.035 0.050 
b. Cultivated areas 
1. No crop 0.020 0.030 0.040 
2. Mature row crops 0.025 0.035 0.045 
3. Mature field crops 0.030 0.040 0.050 
c. Brush 
1. Scattered brush, heavy weeds 0.035 0.050 0.070 
2. Light brush and trees, in winter 0.035 0.050 0.060 
3. Light brush and trees, in summer 0.040 0.060 0.080 
4. Medium to dense brush, in winter 0.045 0.070 0.110 
5. Medium to dense brush, in summer 0.070 0.100 0.160 
d. Trees 
1. Cleared land with tree stumps, no 
sprouts 
0.030 0.040 0.050

HEC-RAS Hydraulic Reference Manual – HEC-RAS Hydraulic Reference Manual 
Basic Data Requirements – 127 
2. Same as above, but heavy sprouts 0.050 0.060 0.080 
3. Heavy stand of timber, few down 
trees, little undergrowth, flow below branches 
0.080 0.100 0.120 
4. Same as above, but with flow into 
branches 
0.100 0.120 0.160 
5. Dense willows, summer, straight 0.110 0.150 0.200 
3. Mountain Streams, no vegetation in 
channel, banks usually steep, with trees and 
brush on banks submerged 
a. Bottom: gravels, cobbles, and few 
boulders 
0.030 0.040 0.050 
b. Bottom: cobbles with large boulders 0.040 0.050 0.070 
B. Lined or Built-Up Channels 
1. Concrete 
a. Trowel finish 0.011 0.013 0.015 
b. Float Finish 0.013 0.015 0.016 
c. Finished, with gravel bottom 0.015 0.017 0.020 
d. Unfinished 0.014 0.017 0.020 
e. Gunite, good section 0.016 0.019 0.023 
f. Gunite, wavy section 0.018 0.022 0.025 
g. On good excavated rock 0.017 0.020 
h. On irregular excavated rock 0.022 0.027

HEC-RAS Hydraulic Reference Manual – HEC-RAS Hydraulic Reference Manual 
Basic Data Requirements – 128 
2. Concrete bottom float finished with sides 
of: 
a. Dressed stone in mortar 0.015 0.017 0.020 
b. Random stone in mortar 0.017 0.020 0.024 
c. Cement rubble masonry, plastered 0.016 0.020 0.024 
d. Cement rubble masonry 0.020 0.025 0.030 
e. Dry rubble on riprap 0.020 0.030 0.035 
3. Gravel bottom with sides of: 
a. Formed concrete 0.017 0.020 0.025 
b. Random stone in mortar 0.020 0.023 0.026 
c. Dry rubble or riprap 0.023 0.033 0.036 
4. Brick 
a. Glazed 0.011 0.013 0.015 
b. In cement mortar 0.012 0.015 0.018 
5. Metal 
a. Smooth steel surfaces 0.011 0.012 0.014 
b. Corrugated metal 0.021 0.025 0.030 
6. Asphalt 
a. Smooth 0.013 0.013 
b. Rough 0.016 0.016 
Use for Rectangular 
channel Condition.

HEC-RAS Hydraulic Reference Manual – HEC-RAS Hydraulic Reference Manual 
Basic Data Requirements – 129 
7. Vegetal lining 0.030 0.500 
C. Excavated or Dredged Channels 
1. Earth, straight and uniform 
a. Clean, recently completed 0.016 0.018 0.020 
b. Clean, after weathering 0.018 0.022 0.025 
c. Gravel, uniform section, clean 0.022 0.025 0.030 
d. With short grass, few weeds 0.022 0.027 0.033 
2. Earth, winding and sluggish 
a. No vegetation 0.023 0.025 0.030 
b. Grass, some weeds 0.025 0.030 0.033 
c. Dense weeds or aquatic plants in deep 
channels 
0.030 0.035 0.040 
d. Earth bottom and rubble side 0.028 0.030 0.035 
e. Stony bottom and weedy banks 0.025 0.035 0.040 
f. Cobble bottom and clean sides 0.030 0.040 0.050 
3. Dragline-excavated or dredged 
a. No vegetation 0.025 0.028 0.033 
b. Light brush on banks 0.035 0.050 0.060 
4. Rock cuts 
a. Smooth and uniform 0.025 0.035 0.040 
Use for Existing Condition

HEC-RAS Hydraulic Reference Manual – HEC-RAS Hydraulic Reference Manual 
Basic Data Requirements – 130 
b. Jagged and irregular 0.035 0.040 0.050 
5. Channels not maintained, weeds and brush 
a. Clean bottom, brush on sides 0.040 0.050 0.080 
b. Same as above, highest stage of flow 0.045 0.070 0.110 
c. Dense weeds, high as flow depth 0.050 0.080 0.120 
d. Dense brush, high stage 0.080 0.100 0.140 
Other sources that include pictures of selected streams as a guide to n value determination are available 
(Fasken, 1963; Barnes, 1967; and Hicks and Mason, 1991). In general, these references provide color photos 
with tables of calibrated n values for a range of flows. 
Although there are many factors that affect the selection of the n value for the channel, some of the most 
important factors are the type and size of materials that compose the bed and banks of a channel, and the 
shape of the channel. Cowan (1956) developed a procedure for estimating the effects of these factors to 
determine the value of Manning’s n of a channel. In Cowan's procedure, the value of n is computed by the 
following equation: 
215) 
Symbol Description Units 
Base value for n for a straight uniform, smooth channel in 
natural materials 
Value added to correct for surface irregularities 
Value for variations in shape and size of the channel 
Value for obstructions 
Value for vegetation and flow conditions 
Correction factor to account for meandering of the 
channel

Raul A. Rivera, PE 

AtkinsRéalis, 

482 South Keller Road 
Suite 300 
Orlando, FL 32810 

Tel: +1 407 647 7275 
Direct: +1 813 281 7346 
Raul.Rivera@atkinsrealis.com 

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SECTION VII 

SECTION A 

Date Name Subdivision Address Issue Pond/Canal Name Resolution Date Resolved 
11/20/23 Dennis McGowan Parkview Pointe North 5665 Parkview Lake Drive 
Called to inquire about the proposed 
development project Toscana and 
asked for District's boundary map. 
Concerned about flooding impact of 
new development. N/A 
Stacie V. explained that the property in 
question was outside of the District's 
boundaries and was not approved or 
controlled by the District. Any questions 
regarding the status of the project were to 
be directed to Orange County and provided 
the case planner's information to him. Emailed 
the District's boundary map to him 
for information. 11/21/23 
Customer Call Log - Valencia Water Control District

SECTION B 

This item will be provided under 
separate cover