HomeMy WebLinkAboutsite plan application/submittal documents
FAX NO. :321 868 1247 Dec. 01 200401:17PM P3
FROM :CITY 0F CAPE CANAVERAL
. ..,.
APPLICATION FOR SITE PLAN"REvJEW
FEE: DATE: \'Z.. 15-D 4-
PROJECT NA'VIE= !?e7td.e /11' e 1111/.
lEGAL DESCRfilTI00l-: S...Q.Q , oTh c.AQ~
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o W),TR(S) "'A."fE: B-1- ft p,. '()1 i c,; -\-; l\ I'l ~ rn,'l' L rj L L f-
OW),TR(S) ADDRESS: 34-25 AI. 1i::+\q n--/.-. ~ tHAQ.
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PHOl'-iE j\L~mER: 19l-401~ fit: LfCJ4-1
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.A-PPLICA..'\-PS SIG;\"ATI"RE:
PHO:\"E L'1"tl\IBER: 19~ -.14-4- ~
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FROM :CITY 0F CAPE CANAVERAL FAX NO. :321 868 1247 Dec. 01 200401:17PM Pi
.
CI1Y OF CAPE CANA VERAL
SITE PLAN PAYMENT RECEIPT
Project Name: fi1 '5, d'f!l1 (! e ~ If; Y7
RESIDENTIAL:
- 1; 2 & 3 Residential Units .............................................TOTAL: $37.50
Total # of Units?
- (4) or more Residential Units $50.00 (1st (4) Units), $50.00
Plus Units @ $7.50 per unit $
Total: $
COMMERCIAL:
$150 per acre of laJ.ld;~rti()n th~:) r) ;3 50. oc)
a,S5 Acres X $150 TOTAL:...............$ re.gZ, 30
SITE PLAN EXTENSION:... ........... ....... ... ...... ............. .......TOT AL: ........... .....$150.00
SITE PLAN RESUBMISSION: 50% of original fee.........TOT AL:..............$
=====~~===~~========~====~~=~~~~=-=====~~==~~~-==~~~~~=~~~~
DEPOSIT TOWARDS REVIE'^l FEES:
RESIDENTIAL: 1 to 4 Units ...................... $700.00
Over 4 Units to 50 Units.................. $1,800.00
Over 50 Units or HoteljMotel........$2,800.00
COMMERCIAL: Up to 4 Acres.................$1,800.00
Over 4 up to 8 Acres...[$2/300.00 \
Over 8 Acres - Review fee to be established after pre-
application meeting based on hourly rates estimated in Exhibit A of City
Engineer contract. -;;;;;;
Total Acres: 8.-5'5' -1)-- ~~ -
L> ,
Office Use Only: Escrow Account # 1-202.2400
=========~=======~=========~~~=~====~=====~=~=~=~===~=~====
TOTAL REVIEW DEPOSIT RECEIVED: $
TOTAL SITE PLAN SUBMITIAL FEE RECEIVED: $
PAID RECEIPT NO. DATE RECVD
it .~500 -- 6...Q" I 1$'5-
a), tDrwcud . \ '1.5u '.k ~fll~t-
I . , - IS'}. '50 ,ew, 1\ .
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.3cJ(:),- 1-1c'\-05 -0-
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City of Cape Canaveral
April 7, 2005
Mike Wentworth, Director of Site Development
Brevard County Property-Appraiser'sOffice-
P. O. Box 429
Titusville, FL 32781-0429
Dear Mr. Wentworth:
The enclosed site plan was approved by the Planning & Zoning Board and is
being provided to you, as per your request.
Residence Inn
Please contact me if I can be of further assistance or if you desire additional
information pertaining to this project.
Susan L. Chapman
Administrative Assistant to the Building Official
Secretary to the Planning & Zoning Board
Isle
encl. (1) site plan
copy to: project file
105 Polk Avenue .. Post Office Box 326 .. Cape Canaveral, FL 32920-0326
Telephone: (321) 868-1222 .. SUNCOM: 982-1222 " FAX: (321) 868-1247
www.myflorida.com/cape .. email: ccapecanaveral@dl.rr.com
,&LEN (3211783-7443 FAlt(321! 783-5902
Web Site: www.alleneng.net
. . Email: jgumpher@alleneng.net
nglneerlng, Inc. 106 DIXIE LANE - P.O. BOX 321321, COCOA BEACH, FLORIDA 32932 -1321 "
Transmittal
To: Todd Peetz Date: January 18,2005
City of Cape Canaveral
P.O. Box 326,105 Polk Avenue
Cape Canaveral, FL 32920-0326
Re: Residence Inn
We Transmit:
(X) herewith
() in accordance with your request
For Your:
() approval () distribution
() review & comment () record
(X) use ( ) Signature
() information
The following:
(X) Drawings () Photostatic Copies
() Change Order n rrnnpnte... n'sk
\. ~ \ J '-"''''... ..... ... IJI
() Blueline prints ( ) Other
# of items Item description
5 sets Engineering Plans
Remarks: For distribution to Planning Board Members. Any questions, please
give me a call.
By: Joyce M. Gumpher
,....
"" .
Bussen-Mayer Engineering Group Letter of Transm ittal
100 Parnell St · Merritt Island, FL 32953
Phone 321/453-0010 · Fax 321/454-6885
To: _____S;i!l'()fc:;C2P~_c:;~rlC2\lei~L13LliLdJrlgp~p t. Date no.
Attn: Susan Chapman 01/06/05 296501
----------
Re:
(Hand Deliver) Villages at Seaport-Village 7
We are sending you:
Blueprints Shop drawings
x Plans
--~. _.___"__ u_ ______ --- --~.. -------~--~,..,------
--- ------------------------------ --_._~..._"
_goeies~~~cripti~~---------------_----- ._______________
7. Complete Sets of Engineering Plans
These are transmitted:
For approval x As requested
x For your use For review & comment
--------- ----------
Comments:
Per the Request of Todd Peetz.
~ it 1:J~
" ! II ~ I) I I'
Copy to: ------------- .~-"'-~~.._,_.._._-,-~-- Signed: ..~.__ .cil.. _ ~__lU~Dititl
Scott Nickle
----
-----
City of Cape Canaveral
January 28, 2005
Mike Wentworth, Director of Site Development
Brevard County Property Appraiser's Office
P. O. Box 429
Titusville, FL 32781-0429
Dear Mr. Wentworth:
The enclosed site plan was approved by the Planning & Zoning Board and is
being provided to you per your request.
. Residence Inn Hotel
If I can be of further assistance or if you desire additional information pertaining
to this project, please do not hesitate to contact me.
s~
----=-, 1
- -~ -:;'~<'11\' ,~'-D____
Susa man
Administrative Assistant to the Building Official
Secretary to the Planning & Zoning Board
Isle
encl. (1) site plan
copy to: project file
105 Polk Avenue · Post Office Box 326 · Cape Canaveral, FL 32920-0326
Telephone: (321) 868-1220 · SUNCOM: 982-1220 · FAX: (321) 868-1248
www.myflorida.com/cape · e-mail: ccapecanaveral@cfl.rr.com
---. "_.:;'.,,~_u .--.,.. -':::J-, -, "'"
8 ~.. GIN EE 11 B ' sur; \I H _~HI8 Ii MAP PI; I'd . P ~.;, r; k I" S . 'A t, D $ (: -'d', All H II E I; 1$ , It, I E'; V ~ ,~ C:~ MeT AlP R Q F E S S , 0 I, A , $
~~ Cenlrol Flor!da Office; 631 $c.uth Orlando Avenue. Suite 200 ' WlnterPork. Fiorida ' 32789.7122
I'II'~ (407) 629-0'80 . f"" (407) 629.;aas. _.""~".QQ.ccm
...................-.........-.
.& A$SO=:':U.u:s. INC
-One of 1M Top 50
Consulting Firms to
Work For- - CE News
CITY OF CAPE CANAVERAL invoice Number 93571
AiTN: SENNETT BOUCHER Date 1/19/2005
CITY MANAGER
P.O. SOX 326
CAPE CANAVERAL, FL
Contract 0400170 CHen! i 0: 5023
GENERAL PLANNING SERVICES
~ - - . " -
FOR PROFESSIONAL SERVICES: For work in progress through 01119/05,
t'!>..
218 Residence Inn Site Plan Rev
tlours Rate Amount
PROJECT MANAGER 1.50 95,00 142,50
Labor" subtotal 1,50 142.50
Task subtotal 142,50
Invoice lotaJ $142.50
..
APProved by .-::HJ. !~r~- .....
Todd POetz. Project Manage< V
DUE ON PRESENTATION: 1.5 % Carrying Charge After 30 O~Y$_
$ou'h Florida Office: (954) 436-7000 Pam Beaer! Office: (561) 68'1-11,38 Centrol FlOrida OfficE:: [407) 629.(3800
. -~''''''-'----'''''''''''''''--_._~~--,---~-~----~----:-
Dec. 01 200401:18PM P4
FROM :CITY 0F CAPE CANA~ERAL FAX NO. :321 868 1247
~
. SITE PLA.7\[ APPROVAL ThTORl\tIA nON
-
SITE PL~'"'i APPROYAL PROCEDURE:
Step 1. Site PInn Submittal and Review Required:
Yes No
~-ew commercial buildim! or structure?
----- -- -
--4ft i\"'ew residentinl structures with three or more dwellino
wll~? ~
~ ~ Commercial additioni exceeding 850 square feet?
If yes bas beon ched;ed on any of the above, n site plan sUhmirtn! and review
is required.
Seep 2. Submit five (~I copies of the sire pbn signed and se;.11ed by n
Professional Enginesr, licen~ed in the State of Florida along with II
filing reo to the Building Depnrrtnent 30 days prior to the Plnnning and
Zoning BO::lrd mest1nz. (The Board meets the 2nd and 4th \Vednesdav
- ~ .
of every month.)
The Building Department sh:J.l1 di.<>trlbute the site pbns to the following
dep::u"ttnents and return comments to the applicant within 10 days of its
subminnL
1. Cit} Engineer
.., Building Deparrme!1t
-.
3. Fire Official
4. Florida Departme!'Jt of Environment.nl Protection
(if ::lppropriate)
Step 3. The appliC:lnt shall return nine (9) copies of the revised site plan along
with "''''Litten responses to all comments ut le.a."5t seven (7) days prior:- to
a Planning and Zoning meeting.
Step 4. CompU:Jnce with Stonnw::lter Concurrency lYIanagement.
S te p S. The Building Department will return one (1) copy of the site pIan to the
applic.:mt marked with the BQurd's appro v:!! subject to contingencies (if
applicable.)
FAX NO, :321 868 1247 Dec. 01 200401:18PM P5
FROM :CITY 0F CAPE CANA~ERAL
,..r
SITE PLAi~ CHECKLIST
...
,.,.
SITE PLAi'{ INFO&."L~TION:
( General)
Yes No N.A.
~ CC
Size1 height~ number of units and lOC.:ltion of proposed and
~ - -
existing structures.
.......... Dimensions .
- - ~
v Tot::ll gross are:.l and per-centage devoted to strucrures1
- - -
p:.1rking and h:mdsClping.
.....- ~'umber of ucits
- ~ -
1.,/ :\'umber of p:lrking spaces and loading zone.s
~ ---. ~
'\....- Traffic flow diagram
- -----. -
- - ---/ Deusity (units per acre)
LOc.::ltion nnd dimension Fl)r the fl)HowinS! areas:
- ~ ~ Park(s)
-- Caoal(s)
~ - -
~c \Vater-v.-ay(s)
- - -
_...__c Bont slip(s)
~ - -
- - Parking
- - Swimming POQl(s)
---- Driveway(s)
- - -
~ Recrention
--. - -
FROM :CITY 0F CAPE CANAVERAL FAX NO. :321 868 1247 Dec. 01 200401:19PM P6
f
~
SITE PLAl'i CHECKLIST (CO~7ll\ilJED) t
.{
PAGE~
u...
i
"
Yes No N.A. t
.
t
i-
~ Trnsh \
- - ~
;.\
------- Sidewalks t ~
- - -
.
i
.'
~' Dune crossovers ~
- - - ~
~
- - - Other (specify) . J
I~ - - Type of enclosure for communal trash cont:liner(s)
~
~
- - - fire alarm and sbndpipe data i.
-
~ Yiciniry map ,
~ - -
,
I
Location of pl::1uned l:::mdscaping i
i
-
Finished ~! .:Ides for the fonowin~: f
I
~- Entire parcel I
- ~ ~ I
!
,
~- - Finished floors
L- - - Streets
- - Parkia'7 lots I
e
~' Sidewalks I
- - -
~.,. 10" of adjoining property
~ - -
Detai1~. ~ections and spedfic.ations
- - ------- Street lights
~ \Yater and sewer
~ - -
Dec. 01 200401:19PM P7
FROM :CITY 0F CAPE CANA~ERAL FAX NO. :321 868 1247
....
SITE PL~~ . CHECKLIST (CO~D)
.. EAGE~
..
-
Yes No N.A.
c....----- Paving and drainage
--- - -
-t.L- ~ - Curbs
~ - ~ Storm drains
\.....-' Sidewnlks .
- ~ -
c.-- Engineer~s se:.11 on draiVingS
- - ~
SQuare foot::t!?l:? of buildin~ are~.s
---- Living
~--
- - -
-- - Parkin (J'
- - - l::'
~..- - Other (spedfy) -
~ -'-. Tomi under roof
- --- --
Reauired notes:
~/ - - Sidewalk and sanitar:y sewers to be constructed to City of
Cape Cano.ver-::ll stJ.nd::lrds
.~ \Yater lines to conform to City of Cocoa st:mdards
-- - -
-- ----- - Fire al::1rm system to be installed and connect to City of
Cape Canaver;ll Fire Department standards.
TOPOGRAPHIC SURVIY
V CSC und G.S. d::ltum plane
- - ~
/
~ Existiog strei;:t lights J
- - -
DESCRIPTION: PARCEL 1
(C. WAYNE THOMPSON PROPERTY)
A parcel of land lying in Section 15, Township 24 South, Range 37 East, Brevard
County, Florida and being more particularly described as follows:
Commence at the intersection of the North line of the South 3316.80 feet of
said Section 15 with the Westerly right of way line of State Road 40 I, a 100.00
foot wide right of way per Florida S.R.D. Right-of-Way Map Section 70080-2202;
thence South 36'44'29" East, along said Westerly right of way line, a distance of
819.52 feet to a point lying 435.60 feet Northwesterly, as measured along said
right af way line, of the Northeast corner of those lands as recorded in Official
Records Book 3064, page 2885, of the Public Records of Brevard County,
Florida, said point being the Point of Beginning; thence continue South 36'44'29"
East, along said Westerly right of way line, a distance of 136 feet to a point;
thence departing said right of way line, South 53.15'31" West a distance of 330
feet to a point; thence South 36'44'29" East a distance of 299.60 feet to a
point; thence South 53"15"31" West a distance of 170 feet to a point; thence
North 36'44'29" West a distance of 435.60 feet to a point; thence North
53"15'31 H East a distance of 500 feet ta a point, said point being the Point of
Beginning.
DESCRIPTION: PARCEL 2
(CAPE HOTEL ASSETS, L.C. PROPERTY)
A portion of Section 15, Township 24 South, Range 37 East, the City of Cape
Canaveral, Brevard County, Florida, more particularly described as follows:
Commence at the most Northerly corner of that parcel as described in Official
Records Book 3064, Page 2885 of the Public Records of Brevard County, Florida;
thence N 37 degrees 22' 12" W, along the West right of way line of State Road
401, a 100.00 foot right of way, 435.60 feet to the POINT OF BEGINNING; thence
continue N 37 degrees 22' 12" W, along said right of way, 311.85 feet to the
Southeast corner of that parcel as described in Official Records Book 2704, Page
1181 of the Public Records of Brevard County, Florida; thence N 89 degrees
27' 20" W along the South line of said parcel, 633.75 feet; thence S 37
degrees 22' 12" E, 701.26 feet; thence N 52 degrees 37'48"E, 500.00 feet to
the POINT OF BEGINNING.
..
MEMORANDUM
TO: Todd Morley,
Building Official
TO: Todd Peetz
City Planner
FROM: Ed Gardulski
Public Works Director
DATE: January 14, 2005
RE: Resident's Inn
Site Plan Review
I Public Works Department has reviewed the above stated site plan. The Public Works Director
does not have any further comments or concerns. All prior comments resulting form the pre-site plan
meeting have been satisfactorily addressed.
Further review will be conducted during the permitting process for compliance of all local and state
codes. The Engineer of Record is responsible for any requirements not identified by the City.
\
1/19/2005
& ASSOC. INC.; Page 2
MILLER LEGG, , 02
321 783 7065 ->, PAGE
1 11 7/05 3:24PM; STOTTLER
Received: 321-783-7055
01/17/2005 03:02
January 17, 2005 SSA
Mr. Todd Peetz
Miller-Legg & Associates
631 S. Orlando Ave, Suite 200
Winter Park, FL 32789
RE: Site Plan Review - Residence 'nn _ Review #2
SSA Job No. 95-0208/095-1004
Dear Mr. Peetz:
SSA has reviewed the above-referenced project and based on our review, SSA
recommends said plan for City approval.
This review does not reHeve the applicant from other local, state, and federal agencies
having jurisdiction over the project site. Should you have any questions regarding this
letter, please do not hesitate to call.
Sincerely,
Stotf'er Stagg & Associates
Architects, Engineers. Planners, Inc.
4/lffUt. /O~ 0 /
~x X ~ ~.
John A. Pekar, PE ndy Kirb~h, PE
Sr. Vice President - City Engineer Project Engineer
"
f City Engineer's Review Fee For Review #2 - Included in Review #1
NOTICE OF ADDITIONAL FEES
As this project is being reviewed under the original City contract,
Engineering Fees for all reviews after 2nd review will be billed at $95.00 per hour.
STOITLER STAGG & ASSOCIATES ARCHITECrs · ENGINEERS . PlANNERS, INC.
8680 N()rth Atlantic Avenue P. O. B\1x lIi~O Cape CanavC'(";-t1. Florida 32920 Td 321-783-1320 Fax 321.783-7065
Lie. #MCOOO329 #EBOOO07!;2 #LB 0001,700
i:\cMnp,ojecls\cape\e,esiclance inn 'OIIiow 2.doc
MEMORANDUM
TO: Todd Morley,
Building Official
FROM: Todd Peetz
City Planner
DA TE: January 19, 2005
RE: Residence Inn Site Plan
I have reviewed the submittal of the final plat for the above referenced project. All
previous comments/concerns have been satisfactorily addressed. Further review will be
conducted during the permitting process for compliance of all local and state codes. The
Engineer of Record is responsible for any requirements not identified by the City.
INC.
Serving the city of Cape Canaveral &
Plan Review
To: Todd Peetz, City Planner
From: Shannon McNally, Fire Inspector
Re: Residence Inn 2nd Site Plan Submittal
Date: January 14, 2005
I have reviewed the plans and they meet the fire departments approval.
(
Station;o1 190 JACKSON AVENUE e CAPE CANAVERAL, FLORIDA 32920 @jj (321) 783-4777 . FAX: (321) 783-5398
Station #2 R970 COLlHvIBIA ROAD * CAPE . ) 783-4424 . FAX: (321) 783-4887
FAX
I $ 1GB DIXIE LANE - P,O, BOX FLORIDA
Todd Peetz January 11, 2005
City Planner
City of Cape Canaveral
P.O, Box 326, 105 Polk Avenue
Cape Canaveral, FL 32920-0326
Re: Residence Inn - 150 Unit Hotel
Dear Mr. Peetz:
Transmitted herewith are ~ sets of revised plans in accordance with comments by
the Fire Department and SSA. This letter is in response to those comments.
Fire Department:
1 Indicate the number of structures on the site.
Response: Number of structures is now shown on the site plan sheet 3 and denoted as one
single building.
2 Provide the construction type for each structure.
Response: Construction type is ordinary as noted in the fire flow calculations on sheet 3.
3 Provide the address for each structure.
Response: Each structure is assigned an address when the plans are approved. Addresses
will be nrovided to vour office unon receint.
... -' I .I-
4 Access shall be provided, by an unobstructed an weather driving surface capable of
supporting the load of a responding fire apparatus, of not less than 20 feet.
Response: Access will be provided by an unobstructed all weather driving surface capable
of supporting the load of a responding fire apparatus, of not less than 20 feet, see note 15
on sheet 3.
r Fire lanes shall be provided for buildings that are set back 150 ff from a public road or
.)
exceed 30 ft. in height and are setback over 150 ft. from the road.
Response: See note 4 on sheet 1 stating "No parking fire lane by order of the fire
department".
6 Indicate the point of service where the water main is used strictly for fire suppression
activities.
Response: Point of water service used for fire suppression activities is shown on sheet 3,
Detail "A".
Continued-
Todd Peetz Page Two
Re: Residence Inn - 150 Unit Hotel
Date: January 11,2005
7 Clearances of seven and one half feet in front of and to the sides of fire hydrants and fire
department connections, with four feet to the rear.
Response: Seven and one half feet of clearance detail is shown on sheet 8 as "Area Clear of
Landscaping" .
8. Water for fire fighting purposes shall be available at the time combustibles are brought on
site.
Response: Water for fire fighting purposes will be available at the time combustibles are
brought on site, see note 15 on sheet 3.
9. The FDC shall be located in front of the buildings and a min. of 40 f1. from the structures.
Response: The FDC is relocated to the north side of the entrance road.
10. Provide the height and construction type ofthe Porte Cochere.
Response: See note 5 on sheet 1 for note "Porte Cochere height is 13'7". Construction type
for the Porte Cochere is Type 5, unprotected.
SSA
1. Entrance drive, if divided, shall have 20' wide lanes for future fire department access.
Response: Divided entrance drives are now revised to reflect 20 feet.
2. Please provide a copy of the FDOT driveway, drainage and utility permits.
Response: A copy of the FDOT driveway, drainage and utility permits will be copied to
your office upon receipt.
3. Please provide a copy of the SJRWMD and NPDES permits.
Response: A copy of the SJRWMD is enclosed and the NPDES permit will be copied to
your office upon receipt.
4. Consider eliminating parking space at maintenance access to the wet detention pond. Provide
driveway to maintenance access.
Response: The parking space at the maintenance access to the detention pond is shown
striped for no parking.
5. Show grades/sections at the property line to confirm proposed runoff patterns.
Response: Grades/sections at the property line is shown on the paving and drainage plan
sheet 2 as sections C-C and D-D.
Continued-
Todd Peetz Page Three
Re: Residence Inn - 150 Unit Hotel
Date: January 11, 2005
6. Sanitary sewer to the outparcels shall be via 8" sanitary sewer main and manholes.
Response: Sewer services to outparcels are revised to 8" with manholes shown on sheet 3.
7. Please provide a copy of the visibility restriction area. Will the restriction area limit the
developable area of the outparcel? If so, will the outparcel meet minimum development size?
Response: A copy of the visibility restriction area is enclosed and also shown on sheet 1.
This restriction area will not limit any developable area of the parcel and still meets the
minimum lot size of 5,OOOs.f and lot depth of 100 feet.
8. The outparcel were not reviewed. Outparcel development will reqUIre site plan
review/approval.
Response: We understand.
9. Please provide "hardening" of connection swale at outfall. Velocities from larger storms will
erode swale.
Response: Hardening at connection swale at outfall is now shown on sheet 2 as "north
American green C350 erosion control mat.
10. Sediment control during construction will be very important. Note 7 of the Erosion &
Sediment Control states storm discharges will be filtered or trapped. Heavy sediments passed to
offsite properties (andlor lagoon) may require constriction to stop; so monitoring turbidity during
construction might be considered.
Response: See prevention plan sheet 1A.
11. Please provide structural plans for walls at detention lake. Will outfall structure from pond
attach to or impact footer?
Response: Structural plans for the wall at the detention lake are now a part of this
submittal. Outfall structure will not impact the footer, see detail "S-15 Modified Type E
Inlet Control Structure No.1 Detail" on sheet 6 for clarification.
If you have any questions, please feel free to contact me.
~ncerelY'
(, efl~loJv
Joyce M. Gumpher
Enclosures:
Ten (10) sets plans signed & sealed
Two (2) copies SJRWMD Permit
Visibility Restriction Area Exhibit "B"
,
". IIIIUIIIIUIII~IIII
.
CFN:99002592
EXHIBIT "8" OR 80ol<JPage: 3949 I 1139
\ .J
VISIBILITY RESTRICTION AREA
The Visibility Restriction Area is shown crosshatched below and is more
particularly described as follows:
!
A portion of a parcel of land lying in Section 15, Township 24
South, Range 37 East, Brevard County, Florida, as follows:
BEGINNING at a point formed by the Northeastern most point of the
Declarant Property (as described on Exhibit "An) and the Westerly
Right-of-Way of State Road No. 401; thence North 36.44'29" West
along said Right-of-Way a distance of 136' feet t.o a point; thence
South 53.15'31" West a distance of 50 feet to a point; thence
running in a Southeasterly direction a distance of +/- 145 feet to a
point on the Northern boundary of the Racetrac Station; thence North
53.15'31" East a distance of 95 feet to the POINT OF BEGINNING.
--- --- ~..,- --------.
..~ i/
~''''aowl3 .60' , .
~ .rf'
~ DECLARANT N.T.S.
f: ~ PROPERTY
r
~ i
.. ... ......~..-J\?J.'t<310~ m.60 .... . . I
~n.50' I I
~
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'"
...
M
OPERATING li! ' .
~ RACETRAC
~ STATION
(NOT FOR SALE) , VISIBILITY RESTRICTION AREA
',0.0.
,.
STATE ROAO NO. 401
UI\"'\~E\&"L&U.\n.\II!i:I1.~\~o:_~ - 4 -
"
, 1111111111111111~
CFN:99002592
EXHIBIT liB" OR Bool<lPage: 3949 f 1139
" ./
VISIBILITY RESTRICTION AREA
The Visibility Restriction Area is shown crosshatched below and is more
particularly described as follows: ,
i
A portion of a parcel of land lying in Section 15, Township 24
South, Range 37 East, Brevard County, Florida, as follows:
BEGINNING at a point formed by the Northeastern most point of the
Declarant Property (as described on Exhibit "A") and the Westerly
Right-of-Way of State Road No. 401; thence North 36044'29" West
along said Right-of-Way a distance of 136' feet to a point; thence
South 53015'31" West a distance of 50 feet to a point; thence
running in a Southeasterly direction a distance of +/- 145 feet to a
point on the Northern boundary of the Racetrac Station; thence North
53015'31" East a distance of 95 feet to the POINT OF BEGINNING.
--- - ---- -----
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,. DECLARANT N.T.S.
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OPE:ltATINCi 2 . .
S F.ACETR..AC
l:l STATION
(NOT FOR SALE) '$' VISIBILITY RESTRICTION AREA
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STATE ROAD NO. 401
U:\Wi'\.~\~"..\n.\'5Jl.IIOJ\OJIC.) - 4 -
Kirby B. Green III, Executive Directo( . David W. Fisk, Assistant Executive Director
4049 Reid Street e P.O. Box 1429 e Palatka, FL 32178-1429 e (386) 329-4500
On the Internet at www.sjrwmd.com.
January 7, 2005
A 1 A Acquisition Group, L TO, LLP
3225 North Atlantic Ave
Cocoa Beach, FL 32931
SUBJECT: Permit Number 40-009-96602-1
Residence Inn.
Dear Sir/Madam:
Enclosed is your standard permit as authorized by the staff of the St. Johns River Water
Management District on January 7,2005.
This permit is a legal document and should be kept with your other important documents. The
attached MSSW/Stormwater As-Built Certification Form should be filled in and returned to the
Palatka office within thirty days after the work is completed. By so doing, you will enable us to
schedule a prompt inspection of the permitted activity.
In addition to the MSSW/Stormwater As-Built Certification Form, your permit also contains
conditions which require submittal of additional information. All information submitted as
compliance to permit conditions must be submitted to the Palatka office address.
Permit issuance does not relieve you from the responsibility of obtaining permits from any
federal, state and/or local agencies asserting concunent jUiisdiction for this work.
Please be advised that the District has not published a notice in the newspaper advising the
public that it is issuing a permit for this proposed project. Publication, using the District form,
notifies members of the public (third parties) of their rights to challenge the issuance of the
standard permit. If proper notice is given by publication, third parties have a 21-day time limit on
the time they have to file a petition opposing the issuance of the permit. If you do not publish, a
party's right to challenge the issuance of the standard permit extends for an indefinite period of
time. If you wish to have certainty that the period for filing such a challenge is closed, then you
may publish, at your own expense, such a notice in a newspaper of general circulation. A copy
of the form of the notice and a list of newspapers of general circulation is attached for your use.
In the event you sell your property, the permit will be transferred to the new owner, if we are
notified by you within thirty days of the sale and if you provide the information required by 40C-
1.612, F.A.C. Please assist us in this matter so as to maintain a valid permit for the new
property owner.
GOVERNING BOARD
Omelrias D. Long, CHAIRMAN David G. Graham, VICE CHAIRMAN R. Clay Albright, SECRETARY Duane Oltenstroer, TREASURER
APOPKA JACKSONVILLE OCALA JACKSONVILLE
W. Michael Branch John G. Sowinski William Kerr Ann T. Moore Susan N. Hughes
FERNANDINA BEACH ORLANOO MELBOURNE BEACH BUNNELL JACKSONVILLE
:~ can to
II
do not hesitate to contact us.
Sincerely,
9
Jo Ann Fuqua
Service Center Data Management Supervisor
Division of Permit Data Services
Enclosures: Permit with As-built Certification Form
Notice of Rights
List of Newspapers for Publication
cc: District Permit File
Agent: Allen Engineering Inc
PO Box 321321
Cocoa Beach, FL 32932-1321
Consultant: Allen Engineering Inc
PO Box 321321
Cocoa Beach, FL 32932-1321
PERMIT NO. 40-009-96602-1 ISSUED:
PROJECT NAME: Residence Inn.
A PERMIT AUTHORIZING:
Construction of a Surface Water Management System with stormwater treatment by wet
detention for Residence Inn, an B.55-acre project to be constructed as per plans received by the
District on December 12, 2004 and revised sheets 1 and 2 received by the District on January 4,
2005.
LOCATION:
Section(s): 15 Township(s): 24S Range(s): 37E
Brevard County
A 1A Acquisition Group, L TO, LLP
3225 North Atlantic Ave
Cocoa Beach, FL 32931
Permittee agrees to hold and save the St. Johns River Water Management District and its
successors harmless from any and all damages, claims, or liabilities which may arise from
permit issuance. Said application, including all plans and specifications attached thereto, is by
reference made a part hereof.
This permit does not convey to permittee any property rights nor any rights or privileges other
than those specified therein, nor relieve the permittee from complying with any law, regulation or
requirement affecting the rights of other bodies or agencies. All structures and works installed
by permittee hereunder shall remain the property of the permittee.
This permit may be revoked, modified or transferred at any time pursuant to the appropriate
provisions of Chapter 373, Florida Statutes:
PERMiT is CONDiTiONED UPON:
See conditions on attached "Exhibit A", dated January 7,2005
AUTHORIZED BY: St. Johns River Water Management District
Department of Resource Management
By: r -dYbM.. Do'~ Do,,'
~V~IIL'CII Ullv\,JLVI - I UIIII way}
john Juilianna
CONDITIONS ISSUANCE OF PERMIT NUMBER 40-009-96602-1
A1A ACQUISITION GROUP, LTD,
DATED JANUARY 2005
1. All activities shall be implemented as set forth in the plans, specifications and performance
criteria as approved by this permit. Any deviation from the permitted activity and the
conditions for undertaking that activity shall constitute a violation of this permit.
2. This permit or a copy thereof, complete with all conditions, attachments, exhibits, and
modifications, shall be kept at the work site of the permitted activity. The complete permit
shall be available for review at the work site upon request by District staff. The permittee
shall require the contractor to review the complete permit prior to commencement of the
activity authorized by this permit.
3. Activities approved by this permit shall be conducted in a manner, which do not cause
violations of state water quality standards.
4. Prior to and during construction, the permittee shall implement and maintain all erosion and
sediment control measures (best management practices) required to retain sediment on-site
and to prevent violations of state water quality standards. All practices must be in
accordance with the guidelines and specifications in chapter 6 of the Florida Land
Development Manual: A Guide to Sound Land and Water Management (Florida Department
of Environmental Regulation 1988), which are incorporated by reference, unless a project
specific erosion and sediment control plan is approved as part of the permit, in which case
the practices must be in accordance with the plan. If site specific conditions require
additional measures during any phase of construction or operation to prevent erosion or
control sediment, beyond those specified in the erosion and sediment control plan, the
permittee shall implement additional best management practices as necessary, in
accordance with the specifications in chapter 6 of the Florida Land Development Manual: A
Guide to Sound Land and Water Management (Florida Department of Environmental
Regulation 1988). The permittee shall correct any erosion or shoaling that causes adverse
impacts to the water resources.
5. Stabilization measures shall be initiated for erosion and sediment control on disturbed areas
as soon as practicable in portions of the site where construction activities have temporarily
or permanently ceased, but in no case more than 7 days after the construction activity in
that portion of the site has temporarily or permanently ceased.
6. At least 48 hours prior to commencement of activity authorized by this permit, the permittee
shall submit to the District a Construction Commencement Notice Form No. 40C-4.900(3)
indicating the actual start date and the expected completion date.
7. When the duration of construction will exceed one year, the permittee shall submit
construction status reports to the District on an annual basis utilizing an Annual Status
Report Form No. 40C-4.900(4). These forms shall be submitted during June of each year.
8. For those systems which will be operated or maintained by an entity which will require an
easement or deed restriction in order to provide that entity with the authority necessary to
operate or maintain the system, such easement or deed restriction, together with any other
final operation or maintenance documents as are required by subsections 7.1.1 through
7.1.4 of the Applicant's Handbook: Management and Storage of Surface Waters, must be
......1 I h...........i4-"-_.....I -1-...... "'1-....... n:,.....""i_+ +......... _....._"",..,.\,......1 ri__II..........__+-,..,. VV'\__4-i__ +1....._ ""__I t:..................._......t-_ __4- +..........f.h :......
ClUUlIlIlle;u LU Llle; LlIClllll.JLIUI af-lf-lluval. LlUI.JUIIle;lIlCl 11Ie;e;lIl1~ lIle; Ie;YUIle;IIIe;IIl;::' ;::,e;lIUllIlllI
these subsections of the Applicant's Handbook will be approved. Deed restrictions,
easements and other operation and maintenance documents which require recordation
either with the Secretary of State or the Clerk of the Circuit Court must be so recorded prior
to lot or unit sales within system, or upon completion
construction of the system, whichever occurs first. For those systems, which are proposed
to be maintained by county or municipal entities, final operation and maintenance
documents must be received by the District when maintenance and operation of the system
is accepted by the local governmental entity. Failure to submit the appropriate final
documents referenced in this paragraph will result in the permittee remaining liable for
carrying out maintenance and operation of the permitted system.
9. Each phase or independent portion of the permitted system must be completed in
accordance with the permitted plans and permit conditions prior to the initiation of the
permitted use of site infrastructure located within the area served by the portion or phase of
the system. Each phase or independent portion of the system must be completed in
accordance with the permitted plans and permit conditions prior to transfer of responsibility
for operation and maintenance of that phase or portion of the system to local government or
other responsible entity.
10. Within 30 days after completion of construction of the permitted system, or independent
portion of the system, the permittee shall submit a written statement of completion and
certification by a registered professional engineer or other appropriate individual as
authorized by law, utilizing As Built Certification Form 40C-1.181(13) or 40C-1.181(14)
supplied with this permit. When the completed system differs substantially from the
permitted plans, any substantial deviations shall be noted and explained and two copies of
as-built drawings submitted to the District. Submittal of the completed from shall serve to
notify the District that the system is ready for inspection. The statement of completion and
certification shall be based on on-site observation of construction (conducted by the
registered professional engineer, or other appropriate individual as authorized by law, or
under his or her direct supervision) or review of as-built drawings for the purpose of
determining if the work was completed in compliance with approved plans and
specifications. As-built drawings shall be the permitted drawings revised to reflect any
changes made during construction. Both the original and any revised specifications must be
clearly shown. The plans must be clearly labeled as "as-built" or "record" drawing. All
surveyed dimensions and elevations shall be certified by a registered surveyor. The
following information, at a minimum, shall be verified on the as-built drawings:
1. Dimensions and elevations of all discharge structures including all weirs, slots, gates,
pumps, pipes, and oil and grease skimmers;
2. Locations, dimensions, and elevations of all filter, exfiltration, or underdrain systems
including cleanouts, pipes, connections to control structures, and points of discharge to the
receiving waters;
3. Dimensions, elevations, contours, or cross-sections of all treatment storage areas
sufficient to determine state-storage relationships of the storage area and the permanent
pool depth and volume below the control elevation for normally wet systems, when
appropriate;
4. Dimensions, elevatjons, contours, final grades, or cross-sections of the system to
determine flow directions and conveyance of runoff to the treatment system;
5. Dimensions, elevations, contours, final grades, or cross-sections of all conveyance
systems utilized to convey off-site runoff around the system;
6. Existing water elevation(s) and the date deterrnined; and Eievation and iocation of
benchmark(s) for the survey.
11. not untii
complied with the requirements of general condition 9 above, the District determines the
system to be in compliance with the permitted. plans, and the entity approved by the District
in accordance with subsections 7.1.1 through 7.1 A of the Applicant's Handbook:
Management and Storage of Surface Waters, accepts responsibility for operation and
maintenance of the system. The permit may not be transferred to such an approved
operation and maintenance entity until the operation phase of the permit becomes effective.
Following inspection and approval of the permitted system by the District, the permittee shall
request transfer of the permit to the responsible approved operation and maintenance entity,
if different from the permittee. Until the permit is transferred pursuant to section 7.1 of the
Applicant's Handbook: Management and Storage of Surface Waters, the permittee shall be
liable for compliance with the terms of the permit.
12. Should any other regulatory agency require changes to the permitted system, the permittee
shall provide written notification to the District of the changes prior implementation so that a
determination can be made whether a permit modification is required.
13. This permit does not eliminate the necessity to obtain any required federal, state, local and
special district authorizations prior to the start of any activity approved by this permit. This
permit does not convey to the permittee or create in the permittee any property right, or any
interest in real property, nor does it authorize any entrance upon or activities on property
which is not owned or controlled by the permittee, or convey any rights or privileges other
than those specified in the permit and chapter 40C-4 or chapter 40C-40, F.A.C.
14. The permittee shall hold and save the District harmless from any and all damages, claims,
or liabilities which may arise by reason of the activities authorized by the permit or any use
of the permitted system.
15. Any delineation of the extent of a wetland or other surface water submitted as part of the
permit application, including plans or other supporting documentation, shall not be
considered specifically approved unless a specific condition of this permit or a formal
determination under section 373.421 (2), F.S., provides otherwise.
16. The permittee shall notify the District in writing within 30 days of any sale, conveyance, or
other transfer of ownership or control of the permitted system or the real property at which
the permitted system is located. All transfers of ownership or transfers of a permit are
subject to the requirements of section 40C-1.612, F.A.C. The permittee transferring the
permit shall remain liable for any corrective actions that may be required as a result of any
permit violations prior to such sale, conveyance or other transfer.
17. Upon reasonable notice to the permittee, District authorized staff with proper identification
shali have permission to enter, inspect, sample and test the system to insure conformity with
the plans and specifications approved by the permit.
18. If historical or archaeological artifacts are discovered at any time on the project site, the
permittee shall immediately notify the District.
19. The permittee shall immediately notify the District in writing of any previously submitted
information that is later discovered to be inaccurate.
20. This permit for construction will expire five years from the date of issuance.
21. At a minimum, all retention and detention storage areas must be excavated to rough grade
prior to building construction or placement of impervious surface within the area to be
served by those facilities. To prevent reduction in storage volume and percolation rates, all
accumulated sediment must be removed from the storage area prior to final grading and
stabilization.
22. All wetland areas or water bodies that are outside the specific limits of construction
authorized by this permit must protected from erosion, siltation, scouring or excess
turbidity, and dewatering.
23. Prior to construction, the permittee must clearly designate the limits of construction on-site.
The permittee must advise the contractor that any work outside the limits of construction,
including clearing, may be a violation of this permit.
24. The surface water management system must be constructed and operated in accordance
with the plans and supporting information received by the District on December 10, 2004
and revised sheets 1 and 2 received by the District on January 4, 2005.
25. Prior to initiating construction on each of the two out-parcels, drainage plans must be
submitted to the District for staff review and approval to demonstrate compliance with the
permitted design. The maximum allowable impervious for each of the out parcels is 70%.
26. Prior to the sale of any out parcel as shown on the permitted plans, the permittee shall
record a drainage easement agreement that provides for the following: defines the property
where the surface water management system will be located; defines the surface water or
stormwater management system as a system which is designed and constructed or
implemented to control discharges which are necessitated by rainfall events, incorporating
methods to collect, convey, store, absorb, inhibit, treat, use or reuse water to prevent or
reduce flooding, overdrainage, environmental degradation, and water pollution or otherwise
affect the quantity and quality of discharges; conveys a perpetual non-exclusive easement
over all areas of the system for access to operate, maintain or repair the system; defines the
duties and powers of the parcel owners to operate, maintain and manage the system in a
manner consistent with the District permit; authorizes the District to enforce, by a proceeding
at law or in equity, the provisions of the agreement which relate to the maintenance,
operation and repair of the system; and prohibits the filling, excavation, construction fences
or otherwise obstructing the surface water flow in any swale constructed as part of the
system; and acknowledges that any amendment of the agreement altering any provision
relating to the system must have the prior written consent of the District. Prior to recording
the drainage easement agreement in the public records, the permittee shall submit a draft
agreement to the District for review and approval.
Notice Of Rights
1. A person whose substantial interests are or may be determined has the right to request
an administrative hearing by filing a written petition with the St. Johns River Water
Management District (District), or may choose to pursue mediation as an alternative
remedy under Sections 120.569 and 120.573, Florida Statutes, before the deadline for
filing a petition. Choosing mediation will not adversely affect the rights to a hearing if
mediation does not result in a settlement. The procedures for pursuing mediation are
set forth in Sections120.569 and 120.57, Florida Statutes, and Rules 28-106.111 and
28-106.401-.405, Florida Administrative Code. Pursuant to Chapter 28-106 and Rule
40C-1.1 007, Florida Administrative Code, the petition must be filed at the office of the
District Clerk at District Headquarters, P. O. Box 1429, Palatka, Florida 32178-1429
(4049 Reid St., Pal atka, FL 32177) within twenty-six (26) days of the District depositing
notice of District decision in the mail (for those persons to whom the District mails actual
notice) or within twenty-one (21) days of newspaper publication of the notice of District
decision (for those persons to whom the District does not mail actual notice). A petition
must comply with Chapter 28-106, Florida Administrative Code.
2. If the Governing Board takes action which substantially differs from the notice of District
decision, a person whose substantial interests are or may be determined has the right to
request an administrative hearing or may choose to pursue mediation as an alternative
remedy as described above. Pursuant to District Rule 40C-1.1 007, Florida
Administrative Code, the petition must be filed at the office of the District Clerk at the
address described above, within twenty-six (26) days of the District depositing notice of
final District decision in the mail (for those persons to whom the District mails actual
notice) or within twenty-one (21) days of newspaper publication of the notice of its final
agency action (for those persons to whom the District does not mail actual notice). Such
a petition must comply with Rule Chapter 28-106, Florida Administrative Code.
3. A substantially interested person has the right to a formal administrative hearing
pursuant to Section 120.569 and 120.57(1), Florida Statutes, where there is a dispute
between the District and the party regarding an issue of material fact. A petition for
formal must comply with the requirements set forth in Rule 28-106.201, Florida
Administrative Code.
4. A substantially interested person has the right to an informal hearing pursuant to
Sections 120.569 and 120.57(2), Florida Statutes, where no material facts are in dispute.
A petition for an informal hearing must comply with the requirements set forth in Rule
28-106.301, Florida Administrative Code.
5. A petition for an administrative hearing is deemed filed upon delivery of the petition to
the District Clerk at the District headquarters in Palatka, Florida.
6. Failure to file a petition for an administrative hearing, within the requisite time frame shall
constitute a waiver of the right to an administrative hearing (Section 28-106.111, Florida
Administrative Code).
7. The right to an administrative hearing and the relevant procedures to be followed are
governed by Chapter 120, Florida Statutes, and Chapter 28-106, Florida Administrative
Code and Section 40C-1.1 007, Florida Administrative Code.
Notice Of Rights
8. An applicant with a legal or equitable interest in real property who believes that a District
permitting action is unreasonable or will unfairly burden the use of his property, has the
right to, within 30 days of receipt of notice of the District's written decision regarding a
permit application, apply for a special master proceeding under Section 70.51, Florida
Statutes, by filing a written request for relief at the office of the District Clerk located at
District headquarters, P. O. Box 1429, Palatka, FL 32178-1429 (4049 Reid St., Palatka,
Florida 32177). A request for relief must contain the information listed in Subsection
70.51 (6), Florida Statutes.
9. A timely filed request for relief under Section 70.51, Florida Statutes, tolls the time to
request an administrative hearing under paragraph no. 1 or 2 above (Paragraph
70.51 (1 O)(b), Florida Statutes). However, the filing of a request for an administrative
hearing under paragraph no. 1 or 2 above waives the right to a special master
proceeding (Subsection 70.51 (10)(b), Florida Statutes).
10. Failure to file a request for relief within the requisite time frame shall constitute a waiver
of the right to a special master proceeding (Subsection 70.51 (3), Florida Statutes).
11. Any substantially affected person who claims that final action of the District constitutes
an unconstitutional taking of property without just compensation may seek review of the
action in circuit court pursuant to Section 373.617, Florida Statutes, and the Florida
Rules of Civil Procedures, by filing an action in circuit court within 90 days of the
rendering of the final District action, (Section 373.617, Florida Statutes).
12. Pursuant to Section 120.68, Florida Statutes, a person who is adversely affected by final
District action may seek review of the action in the District Court of Appeal by filing a
notice of appeal pursuant to the Florida Rules of Appellate Procedure within 30 days of
the rendering of the final District action.
13. A party to the proceeding before the District who claims that a District order is
inconsistent with the provisions and purposes of Chapter 373, Florida Statutes, may
seek review of the order pursuant to Section 373.114, Florida Statutes, by the Florida
Land and Water Adjudicatory Commission, by filing a request for review with the
Commission and serving a copy on the Department of Environmental Protection and any
person named in the order within 20 days of adoption of a rule or the rendering of the
District order.
14. For appeals to the District Court of Appeal, a District action is considered rendered after
it is signed on behalf of the District, and is filed by the District Clerk.
15. Failure to observe the relevant time frames for filing a petition for judicial review
described in paragraphs #11 and #12, or for Commission review as described in
paragraph #13, will result in waiver of that right to review.
Notice Rights
Certificate Service
I HEREBY CERTIFY that a copy of the foregoing Notice of Rights has been sent by U.S.
Mail to:
A 1 A Acquisition Group, L TO, LLP
3225 North Atlantic Ave
Cocoa Beach, FL 32931
At 4:00 p.m. this 7th day of January 2005.
~,/
Division of Permit a Services
Gloria Lewis, Irector
S1. Johns River Water Management District
Post Office Box 1429
Palatka, FL 32178-1429
(386) 329-4152
Permit Number: 40-009-96602-1
St. Johns River
Water Management District
Kirby B. Green III, Executive Director . David W. Fisk, Assistant Executive Director
4049 Reid Street · P.O. Box 1429 · Palatka, FL 32178-1429 · (386) 329-4500
On the Internet at www.sjrwmd.com.
January 7,2005
A1AAcquisition Group, LTD, LLP
3225 North Atlantic Ave
Cocoa Beach, FL 32931
SUBJECT: Permit Number 40-009-96602-1
Residence Inn.
Dear Sir/Madam:
Enclosed is your standard permit as authorized by the staff of the St. Johns River Water
Management District on January 7,2005.
This permit is a legal document and should be kept with your other important documents. The
attached MSSW/Stormwater As-Built Certification Form should be filled in and returned to the
Palatka office within thirty days after the work is completed. By so doing, you will enable us to
schedule a prompt inspection of the permitted activity.
In addition to the MSSW/Stormwater As-Built Certification Form, your permit also contains
conditions which require submittal of additional information. All information submitted as
compliance to permit conditions must be submitted to the Palatka office address.
Permit issuance does not relieve you from the responsibility of obtaining permits from any
federal, state andlor iocal agencies asserting concurrent jurisdiction for this work.
Please be advised that the District has not published a notice in the newspaper advising the
public that it is issuing a permit for this proposed project. Publication, using the District form,
notifies members of the public (third parties) of their rights to challenge the issuance of the
standard permit. If proper notice is given by publication, third parties have a 21-day time limit on
the time they have to file a petition opposing the issuance of the permit. If you do not publish, a
party's right to challenge the issuance of the standard permit extends for an indefinite period of
time. If you wish to have certainty that the period for filing such a challenge is closed, then you
may publish, at your own expense, such a notice in a newspaper of general circulation. A copy
of the form of the notice and a list of newspapers of general circulation is attached for your use.
In the event you sell your property, the permit will be transferred to the new owner, if we are
notified by you within thirty days of the sale and if you provide the information required by 40C-
1.612, F.A.C. Please assist us in this matter so as to maintain a valid permit for the new
property owner.
GOVERNING BOARD
Ometrias D. Long, CHAIRMAN David G. Graham, VICE CHAIRMAN R. Clay Albright, SECRETARY Duane Ottenstroer, TREASURER
APOPKA JACKSONVILLE OCALA JACKSONVILLE
W. Michael Branch John G. Sowinski William Kerr Ann T. Moore Susan N. Hughes
FERNANDINA BEACH ORLANOO MELBOURNE BEACH BUNNELL JACKSONVILLE
Thank you for your cooperation, and if this office can be of any further assistance to you, please
do not hesitate to contact us.
Sincerely,
Jo 2uC::- =r()~
Service Center Data Management Supervisor
Division of Permit Data Services
Enclosures: Permit with As-built Certification Form
Notice of Rights
List of Newspapers for Publication
cc: District Permit File
Agent: Allen Engineering Inc
PO Box 321321
Cocoa Beach, FL 32932-1321
Consultant: Allen Engineering Inc
PO Box 321321
Cocoa Beach, FL 32932-1321
ST. JOHNS RIVER WATER MANAGEMENT DISTRICT
Post Office Box 1429
Palatka, Florida 32178-1429
PERMIT NO. 40-009-96602-1 DATEISSUED: January 7, 2005
PROJECT NAME: Residence Inn.
A PERMIT AUTHORIZING:
Construction of a Surface Water Management System with stormwater treatment by wet
detention for Residence Inn, an a.55-acre project to be constructed as per plans received by the
District on December 12, 2004 and revised sheets 1 and 2 received by the District on January 4,
2005.
LOCATION:
Section(s): 15 Township(s): 24S Range(s): 37E
Brevard County
A1A Acquisition Group, L TD, LLP
3225 North Atlantic Ave
Cocoa Beach, FL 32931
Permittee agrees to hold and save the St. Johns River Water Management District and its
successors harmless from any and all damages, claims, or liabilities which may arise from
permit issuance. Said application, including all plans and specifications attached thereto, is by
reference made a part hereof.
This permit does not convey to permittee any property rights nor any rights or privileges other
than those specified therein, nor relieve the permittee from complying with any law, regulation or
requirement affecting the rights of other bodies or agencies. All structures and works installed
by permittee hereunder shall remain the property of the permittee.
This permit may be revoked, modified or transferred at any time pursuant to the appropriate
provisions of Chapter 373, Florida Statutes:
PERMIT IS CONDITIONED UPON:
See conditions on attached "Exhibit A", dated January 7,2005
AUTHORIZED BY: St. Johns River Water Management District
Department of Resource Management
By: -o"~~~~
-----, . ., -' . -. - .
~e~nter Ulrector - t-'alm Ijay)
~ohn Juilianna
"EXHIBIT A"
CONDITIONS FOR ISSUANCE OF PERMIT NUMBER 40-009-96602-1
A 1 A ACQUISITION GROUP, l TO, llP
DATED JANUARY 7, 2005
1. All activities shall be implemented as set forth in the plans, specifications and performance
criteria as approved by this permit. Any deviation from the permitted activity and the
conditions for undertaking that activity shall constitute a violation of this permit.
2. This permit or a copy thereof, complete with all conditions, attachments, exhibits, and
modifications, shall be kept at the work site of the permitted activity. The complete permit
shall be available for review at the work site upon request by District staff. The permittee
shall require the contractor to review the complete permit prior to commencement of the
activity authorized by this permit.
3. Activities approved by this permit shall be conducted in a manner, which do not cause
violations of state water quality standards.
4. Prior to and during construction, the permittee shall implement and maintain all erosion and
sediment control measures (best management practices) required to retain sediment on-site
and to prevent violations of state water quality standards. All practices must be in
accordance with the guidelines and specifications in chapter 6 of the Florida Land
Development Manual: A Guide to Sound Land and Water Management (F!orida Department
of Environmental Regulation 1988), which are incorporated by reference, unless a project
specific erosion and sediment control plan is approved as part of the permit, in which case
the practices must be in accordance with the plan. If site specific conditions require
additional measures during any phase of construction or operation to prevent erosion or
control sediment, beyond those specified in the erosion and sediment control plan, the
permittee shall implement additional best management practices as necessary, in
accordance with the specifications in chapter 6 of the Florida Land Development Manual: A
Guide to Sound Land and Water Management (Florida Department of Environmental
Regulation 1988). The permittee shall correct any erosion or shoaling that causes adverse
impacts to the ..vater resources.
5. Stabilization measures shall be initiated for erosion and sediment control on disturbed areas
as soon as practicable in portions of the site where construction activities have temporarily
or permanently ceased, but in no case more than 7 days after the construction activity in
that portion of the site has temporarily or permanently ceased.
6. At least 48 hours prior to commencement of activity authorized by this permit, the permittee
shall submit to the District a Construction Commencement Notice Form No. 40C-4.900(3)
indicating the actual start date and the expected completion date.
7. When the duration of construction will exceed one year, the permittee shall submit
construction status reports to the District on an annual basis utilizing an Annual Status
Report Form No. 40C-4.900(4). These forms shall be submitted during June of each year.
8. For those systems which will be operated or maintained by an entity which will require an
easement or deed restriction in order to provide that entity with the authority necessary to
operate or maintain the system, such easement or deed restriction, together with any other
final operation or maintenance documents as are required by subsections 7.1.1 through
7.1.4 of the Applicant's Handbook: Management and Storage of Surface Waters, must be
submitted to the District for approval. Documents meeting the requirements set forth in
these subsections of the Applicant's Handbook will be approved. Deed restrictions,
easements and other operation and maintenance documents which require recordation
either with the Secretary of State or the Clerk of the Circuit Court must be so recorded prior
to lot or unit sales within the project served by the system, or upon completion of
construction of the system, whichever occurs first. For those systems, which are proposed
to be maintained by county or municipal entities, final operation and maintenance
documents must be received by the District when maintenance and operation of the system
is accepted by the local governmental entity. Failure to submit the appropriate final
documents referenced in this paragraph will result in the permittee remaining liable for
carrying out maintenance and operation of the permitted system.
9. Each phase or independent portion of the permitted system must be completed in
accordance with the permitted plans and permit conditions prior to the initiation of the
permitted use of site infrastructure located within the area served by the portion or phase of
the system. Each phase or independent portion of the system must be completed in
accordance with the permitted plans and permit conditions prior to transfer of responsibility
for operation and maintenance of that phase or portion of the system to local government or
other responsible entity.
10. Within 30 days after completion of construction of the permitted system, or independent
portion of the system, the permittee shall submit a written statement of completion and
certification by a registered professional engineer or other appropriate individual as
authorized by law, utilizing As Built Certification Form 40C-1.181 (13) or 40C-1.181 (14)
supplied with this permit. When the completed system differs substantially from the
permitted plans, any substantial deviations shall be noted and explained and two copies of
as-built drawings submitted to the District. Submittal of the completed from shall serve to
notify the District that the system is ready for inspection. The statement of completion and
certification shall be based on on-site observation of construction (conducted by the
registered professional engineer, or other appropriate individual as authorized by law, or
under his or her direct supervision) or review of as-built drawings for the purpose of
determining if the work was completed in compliance with approved plans and
specifications. As-built drawings shall be the permitted drawings revised to reflect any
changes made during construction. Both the original and any revised specifications must be
clearly shown. The plans must be clearly labeled as "as-built" or "record" drawing. All
surveyed dimensions and elevations shall be certified by a registered surveyor. The
following information, at a minimum, shall be verified on the as-built drawings:
1. Dimensions and elevations of all discharge structures including all weirs, slots, gates,
pumps, pipes, and oil and grease skimmers;
2. Locations, dimensions, and elevations of all filter, exfiltration, or underdrain systems
including cleanouts, pipes, connections to control structures, and points of discharge to the
receiving waters;
3. Dimensions, elevations, contours, or cross-sections of all treatment storage areas
sufficient to determine state-storage relationships of the storage area and the permanent
pool depth and volume below the control elevation for normally wet systems, when
appropriate;
4. Dimensions, elevations, contours, final grades, or cross-sections of the system to
determine flow directions and conveyance of runoff to the treatment system;
5. Dimensions, elevations, contours, final grades, or cross-sections of all conveyance
systems utilized to convey off-site runoff around the system;
6. Existing water elevation(s) and the date determined; and Elevation and location of
benchmark(s) for the survey.
11. The operation phase of this permit shall not become effective until the permittee has
complied with the requirements of general condition 9 above, the District determines the
system to be in compliance with the permitted. plans, and the entity approved by the District
in accordance with subsections 7.1.1 through 7.1.4 of the Applicant's Handbook:
Management and Storage of Surface Waters, accepts responsibility for operation and
maintenance of the system. The permit may not be transferred to such an approved
operation and maintenance entity until the operation phase of the permit becomes effective.
Following inspection and approval of the permitted system by the District, the permittee shall
request transfer of the permit to the responsible approved operation and maintenance entity,
if different from the permittee. Until the permit is transferred pursuant to section 7.1 of the
Applicant's Handbook: Management and Storage of Surface Waters, the permittee shall be
liable for compliance with the terms of the permit.
12. Should any other regulatory agency require changes to the permitted system, the permittee
shall provide written notification to the District of the changes prior implementation so that a
determination can be made whether a permit modification is required.
13. This permit does not eliminate the necessity to obtain any required federal, state, local and
special district authorizations prior to the start of any activity approved by this permit This
permit does not convey to the permittee or create in the permittee any property right, or any
interest in real property, nor does it authorize any entrance upon or activities on property
which is not owned or controlled by the permittee, or convey any rights or privileges other
than those specified in the permit and chapter 40C-4 or chapter 40C-40, F.A.C.
14. The permittee shall hold and save the District harmless from any and all damages, claims,
or liabilities which may arise by reason of the activities authorized by the permit or any use
of the permitted system.
15. Any delineation of the extent of a wetland or other surface water submitted as part of the
permit application, including plans or other supporting documentation, shall not be
considered specifically approved unless a specific condition of this permit or a formal
determination under section 373.421 (2), F.S., provides otherwise.
16. The permittee shall notify the District in writing within 30 days of any sale, conveyance, or
other transfer of ownership or control of the permitted system or the real property at which
the permitted system is located. All transfers of ownership or transfers of a permit are
subject to the requirements of section 40C-1.612, F.A.C. The permittee transferring the
permit shall remain liable for any corrective actions that may be required as a result of any
permit violations prior to such sale, conveyance or other transfer.
17. Upon reasonable notice to the permittee, District authorized staff with proper identification
shall have permission to enter, inspect, sample and test the system to insure conformity with
the plans and specifications approved by the permit
18. If historical or archaeological artifacts are discovered at any time on the project site, the
permittee shall immediately notify the District
19. The permittee shall immediately notify the District in writing of any previously submitted
information that is later discovered to be inaccurate.
20. This permit for construction will expire five years from the date of issuance.
21. At a minimum, aii retention and detention storage areas must be excavated to rough grade
prior to building construction or placement of impeNious surface within the area to be
served by those facilities. To prevent reduction in storage volume and percolation rates, all
accumulated sediment must be removed from the storage area prior to final grading and
stabilization.
22. All wetland areas or water bodies that are outside the specific limits of construction
authorized by this permit must be protected from erosion, siltation, scouring or excess
turbidity, and dewatering.
23. Prior to construction, the permittee must clearly designate the limits of construction on-site.
The permittee must advise the contractor that any work outside the limits of construction,
including clearing, may be a violation of this permit.
24. The surface water management system must be constructed and operated in accordance
with the plans and supporting information received by the District on December 10, 2004
and revised sheets 1 and 2 received by the District on January 4, 2005.
25. Prior to initiating construction on each of the two out-parcels, drainage plans must be
submitted to the District for staff review and approval to demonstrate compliance with the
permitted design. The maximum allowable impervious for each of the out parcels is 70%.
26. Prior to the sale of any out parcel as shown on the permitted plans, the permittee shall
record a drainage easement agreement that provides for the following: defines the property
where the surface water management system will be located; defines the surface water or
stormwater management system as a system which is designed and constructed or
implemented to control discharges which are necessitated by rainfall events, incorporating
methods to collect, convey, store, absorb, inhibit, treat, use or reuse water to prevent or
reduce flooding, overdrainage, environmental degradation, and water pollution or otherwise
affect the quantity and quality of discharges; conveys a perpetual non-exclusive easement
over all areas of the system for access to operate, maintain or repair the system; defines the
duties and powers of the parcel owners to operate, maintain and manage the system in a
manner consistent with the District permit; authorizes the District to enforce, by a proceeding
at law or in equity, the provisions of the agreement which relate to the maintenance,
operation and repair of the system; and prohibits the filling, excavation, construction fences
or otherwise obstructing the surface water flow in any swale constructed as part of the
system; and acknowledges that any amendment of the agreement altering any provision
relating to the system must have the prior written consent of the District. Prior to recording
the drainage easement agreement in the public records, the permittee shall submit a draft
agreement to the District for review and approval.
Notice Of Rights
1. A person whose substantial interests are or may be determined has the right to request
an administrative hearing by filing a written petition with the St. Johns River Water
Management District (District), or may choose to pursue mediation as an alternative
remedy under Sections 120.569 and 120.573, Florida Statutes, before the deadline for
filing a petition. Choosing mediation will not adversely affect the rights to a hearing if
mediation does not result in a settlement. The procedures for pursuing mediation are
set forth in Sections 120.569 and 120.57, Florida Statutes, and Rules 28-106.111 and
28-106.401-.405, Florida Administrative Code. Pursuant to Chapter 28-106 and Rule
40C-1.1007, Florida Administrative Code, the petition must be filed at the office of the
District Clerk at District Headquarters, P. O. Box 1429, Palatka, Florida 32178-1429
(4049 Reid St., Palatka, FL 32177) within twenty-six (26) days of the District depositing
notice of District decision in the mail (for those persons to whom the District mails actual
notice) or within twenty-one (21) days of newspaper publication of the notice of District
decision (for those persons to whom the District does not mail actual notice). A petition
must comply with Chapter 28-106, Florida Administrative Code.
2. If the Governing Board takes action which substantially differs from the notice of District
decision, a person whose substantial interests are or may be determined has the right to
request an administrative hearing or may choose to pursue mediation as an alternative
remedyas described above. Pursuant to District Rule 40C-1.1 007, Florida
Administrative Code, the petition must be filed at the office of the District Clerk at the
address described above, within twenty-six (26) days of the District depositing notice of
final District decision in the mail (for those persons to whom the District mails actual
notice) or within twenty-one (21) days of newspaper publication of the notice of its final
agency action (for those persons to whom the District does not mail actual notice). Such
a petition must comply with Rule Chapter 28-106, Florida Administrative Code.
3. A substantially interested person has the right to a formal administrative hearing
pursuant to Section 120.569 and 120.57(1), Florida Statutes, where there is a dispute
between the District and the party regarding an issue of material fact. A petition for
formal must comply with the requirements set forth in Rule 28-106.201, Florida
Administrative Code.
4. A substantially interested person has the right to an informal hearing pursuant to
Sections 120.569 and 120.57(2), Florida Statutes, where no material facts are in dispute.
A petition for an informal hearing must comply with the requirements set forth in Rule
28-106.301, Florida Administrative Code.
5. A petition for an administrative hearing is deemed filed upon delivery of the petition to
the District Clerk at the District headquarters in Palatka, Florida.
6. Failure to file a petition for an administrative hearing, within the requisite time frame shall
constitute a waiver of the right to an administrative hearing (Section 28-106.111, Florida
Administrative Code).
7. The right to an administrative hearing and the relevant procedures to be followed are
governed by Chapter 120, Florida Statutes, and Chapter 28-106, Florida Administrative
Code and Section 40C-1.1 007, Florida Adm inistrative Code.
Notice Of Rights
8. An applicant with a legal or equitable interest in real property who believes that a District
permitting action is unreasonable or will unfairly burden the use of his property, has the
right to, within 30 days of receipt of notice of the District's written decision regarding a
permit application, apply for a special master proceeding under Section 70.51, Florida
Statutes, by filing a written request for relief at the office of the District Clerk located at
District headquarters, P. O. Box 1429, Palatka, FL 32178-1429 (4049 Reid St., Palatka,
Florida 32177). A request for relief must contain the information listed in Subsection
70.51 (6), Florida Statutes.
9. A timely filed request for relief under Section 70.51, Florida Statutes, tolls the time to
request an administrative hearing under paragraph no. 1 or 2 above (Paragraph
70.51 (1 O)(b), Florida Statutes). However, the filing of a request for an administrative
hearing under paragraph no. 1 or 2 above waives the right to a special master
proceeding (Subsection 70.51 (1 O)(b) , Florida Statutes).
10. Failure to file a request for relief within the requisite time frame shall constitute a waiver
of the right to a special master proceeding (Subsection 70.51 (3), Florida Statutes).
11. Any substantially affected person who claims that final action of the District constitutes
an unconstitutional taking of property without just compensation may seek review of the
action in circuit court pursuant to Section 373.617, Florida Statutes, and the Florida
Rules of Civil Procedures, by filing an action in circuit court within 90 days of the
rendering of the final District action, (Section 373.617, Florida Statutes).
12. Pursuant to Section 120.68, Florida Statutes, a person who is adversely affected by final
District action may seek review of the action in the District Court of Appeal by filing a
notice of appeal pursuant to the Florida Rules of Appellate Procedure within 30 days of
the rendering of the final District action.
13. A party to the proceeding before the District who claims that a District order is
inconsistent with the provisions and purposes of Chapter 373, Florida Statutes, may
seek review of the order pursuant to Section 373.114, Florida Statutes, by the Florida
Land and Water Adjudicatory Commission, by filing a request for review with the
Commission and serving a copy on the Department of Environmental Protection and any
person named in the order within 20 days of adoption of a rule or the rendering of the
District order.
14. For appeals to the District Court of Appeal, a District action is considered rendered after
it is signed on behalf of the District, and is filed by the District Clerk.
15. Failure to observe the relevant time frames for filing a petition for judicial review
described in paragraphs #11 and #12, or for Commission review as described in
paragraph #13, will result in waiver of that right to review.
Notice Of Rights
Certificate of Service
I HEREBY CERTIFY that a copy of the foregoing Notice of Rights has been sent by U.S.
Mail to:
A 1 A Acquisition Group, L TO, LLP
3225 North Atlantic Ave
Cocoa Beach, FL 32931
At.4:00 p.m. this 7th day of January 2005.
~f
Division of Permit a Services
Gloria Lewis, Irector
St. Johns River Water Management District
Post Office Box 1429
Palatka, FL 32178-1429
(386) 329-4152
Permit Number: 40-009-96602-1
City of Cape Canaveral
Residence Inn Site Plan
Applicant: Applicant Representative, Allen Engineering Inc.
Location: Range: 37 Township: 24 Section: 15
Parcels 1 & 2
Acreage: 8.55 +/- Acres / Hotel Acreage 6.20 +/- acres
Proposed Number of Units: 150 Hotel units
Current Future Land Use: Commercial C-1
Current Zoning: COl11~mercial C-l
Description:
The applicant desires to build a 150 unit hotel, with two out parcels for possibly future
restaurant/retail uses. Residence Inn is be located on the west side of AlA at the City's north end
immediately south of the Country Inn & Suites site and north of the Race Trac service station.
North South East West
Zoning C 1 Commercial C 1 Commercial C I Commercial R3 Residential
Comp Plan Conservation C 1 Commercial Cl Commercial R3 Residential
Existing Under Existing Race Trac Vacant and AJT Under construction
I Conditions I construction, I service station I Office Buildings with the approved I
Country Inn & Puerto Del Rio
Suites r rl ..
i ,-,Onu.ornlnlums i
Required Provided
Setbacks
Front 25' 283'
Sides 20' 86.01 '
Rear 25' 70.18'
From AlA 50' 283'
Area 12,000 sq ft 270,080 sq ft
Minimum Width 100' 440'
Minimum Depth 100' 500'
Maximum Building Coverage50% 14.3%
Maximum Height 45' 44.15'
Maximum Hotel Density 30/ Acre 24. 19/Acre
Parking 1 per unit + 154il2 = 163 244 provided
Public Services and Facilities in Amendment Area:
The Level of Service for parks and recreation is one (2) acres of park land per 1,000 residents.
Approximately twenty-four (24) acres of park land exist in Cape Canaveral. This equates to a
population of approximately 12,000 residents. The City's population as of April, 2002 was
9,161. This is still adequate park space available.
AlA is operating at Level of Service "A" with 481 available peak hour trips between North City
Limits and Central Blvd. AlA South of Central Blvd to North Atlantic has a level of Service is
"A" with 373 excess trips. This development could generate 105 more peak hour trips as added
into the Traffic Impact Analysis and capacity is available.
The City of Cape Canaveral provides wastewater treatment. The wastewater treatment capacity
is 1.8 million gallons per day (MOD). The existing usage is 1.26 MOD with an eXcess capacity
of .54 MOD. There is adequate wastewater treatment capacity available.
The City of Cocoa has a total capacity of 56 MOD and currently provides 48 MOD.
Approximately 24.4 MOD of water is being used on an average daily basis, leaving 23.6 MOD
available. There is adequate potable water service available with the proposed change.
Brevard County provides facilities for solid waste disposal. At this time, the County does not
foresee any deficiency with their solid waste facilities.
Environmental Description of Amendment Area:
The site is vacant Canaveral Complex Ca soil type. Canaveral Complex is level to gently sloping
type of soil. There are no known wetlands, Aquifer Recharge or Floodplain areas associated with
this parcel. There are also no known endangered species living on the site.
Historical and Archaeological Resources in Amendment Area:
There are no known historical or archaeological resources on site.
Population Projections and Trends:
Not applicable.
TABLE 3
TRAFFIC IMPACT ANALYSIS -AVERAGE P.M. PEAK HOUR
(ANNUAL PEAK SEASON)
Projected
Road Se . ment LOS
SRAIA NB SB NB S13. NB SB ....
North City Limits to Central Blvd 1 1,349 1,552 26* 27* 1,375 1,579 2,060 481 A
Central Blvd to North Atlantic Ave 2 1,476 1,673 14 14 1,490 1,687 2,060 373 A
North Atlantic Ave to Center St 3 1,221 1,461 14 14 1,235 1,475 2,060 585 A
Center St to McKinley St 4 1,633 1,845 12 12 1,645 1,857 2,060 203 A
NORTH ATLANTIC AVENUE NB SB NB SE'~ NB SB
George King Blvd to Central Blvd 5 552 577 0 0 552 577 810 233 D
Central Blvd to SR AlA 6 487 574 0 0 487 574 810 236 D
CENTRAL BOULEVARD EB WB EB WI~ EB WB
SR AlA to North Atlantic Ave 7 367 213 3 3 370 216 810 440 C
North Atlantic Ave to Ridgewood Ave 8 137 117 3 3 140 120 810 670 C
RIDGEWOOD AVENUE NB SB NB S~ NB ~B
Central Blvd to Madison Ave 9 114 97 0 0 114 97 810 696 C
Madison Ave to Buchanan Ave 10 157 152 0 0 157 152 810 653 C
* Weighted Average
:
Traffic Planning and Design, Inc. (2004) Traffic Impact Analysis for Concurrency Application Review
TPD X!! 2755 Residence Inn
Cape Canaveral, Florida
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A\1.tli~ering, ) 783-7443
FAX ) 783-5902
1116 DIXIE LANE - P.O. BOX 321321, COCOA BEACH, FLORIDA 32932-1321
Todd Peetz January 11, 2005
City Planner
City of Cape Canaveral
P.O. Box 326, 105 Polk Avenue
Cape Canaveral, FL 32920-0326
Re: Residence Inn - 150 Unit Hotel
Dear Mr. Peetz:
Transmitted herewith are ten (10) sets of revised plans in accordance with comments by
the Fire Department and SSA. This letter is in response to those comments.
Fire Department:
1 Indicate the number of structures on the site.
1
Response: Number of structures is now shown on the site plan sheet 3 and denoted as one
single building.
2 Provide the construction type for each structure.
Response: Construction type is ordinary as noted in the fire flow calculations on sheet 3.
3 Provide the address for each structure.
Response: Each structure is assigned an address when the plans are approved. Addresses
will be provided to your office upon receipt.
4 Access shall be provided, by an unobstructed all weather driving surface capable of
supporting the load of a responding fire apparatus, of not less than 20 feet.
Response: Access will be provided by an unobstructed all weather driving surface capable
of supporting the load of a responding fire apparatus, of not less than 20 feet, see note 15
on sheet 3.
5 Fire lanes shall be provided for buildings that are set back 150 ff from a public road or
exceed 30 ft. in height and are setback over 150 ft. from the road.
Response: See note 4 on sheet 1 stating "No parking fire lane by order of the fire
departmen t".
6 Indicate the point of service where the water main is used strictly for fire suppression
activities.
Response: Point of water service used for fire suppression activities is shown on sheet 3,
Detail "A".
Continued-
Inn - 150 Unit Hotel
Date: January 11, 2005
7 Clearances of seven and one half feet in front of and to sides of fire hydrants and fire
department connections, with four feet to the rear.
Response: Seven and one half feet of clearance detail is shown on sheet 8 as "Area Clear of
Landscaping" .
8. Water FAr f1re f1ghting nurposp.s shall available at the time combustibles are brought on
" -1. .L'-".L LJ.. ,L.L J..l.\-.l..I. Y , "'" J..l."
site.
Response: Water for fire fighting purposes will be available at the time combustibles are
brought on site, see note 15 on sheet 3.
9. The FDC shall be located in front of the buildings and a min. of 40 ft. from the structures.
Response: The FDC is relocated to the north side of the entrance road.
10. Provide the height and construction type of the Porte Cochere.
Response: See note 5 on sheet 1 for note "Porte Cochere height is 13'7". Construction type
for the Porte Cochere is Type 5, unprotected.
SSA
1. Entrance drive, if divided, shall have 20' wide lanes for future fire department access.
Response: Divided entrance drives are now revised to reflect 20 feet.
2. Please provide a copy of the FDOT driveway, drainage and utility permits.
Response: A copy of the FDOT driveway, drainage and utility permits will be copied to
your office upon receipt.
3. Please provide a copy of the SJRWMD and NPDES permits.
Response: A copy of the SJRWMD is enclosed and the NPDES permit will be copied to
your office upon receipt.
4. Consider eliminating parking space at maintenance access to the wet detention pond. Provide
driveway to maintenance access.
Response: The parking space at the maintenance access to the detention pond is shown
striped for no parking.
5. Show grades/sections at the property line to confirm proposed runoff patterns.
Response: Grades/sections at the property line is shown on the paving and drainage plan
sheet 2 as sections C-C and D-D.
Continued-
Todd Page Three
Re: Residence - 150
January 11,
6. Sanitary sewer to the outparcels shall be via 8" sanitary sewer main and manholes.
Response: Sewer services to outparcels are revised to 8" with manholes shown on sheet 3.
7. Please provide a copy of the visibility restriction area. Will the restriction area limit the
developable area ofthe outparcel? If so, will the outparcel meet minimum development size?
Response: A copy of the visibility restriction area is enclosed and also shown on sheet 1.
This restriction area will not limit any developable area of the parcel and still meets the
minimum lot size of 5,OOOs.f and lot depth of 100 feet.
8. The outparcel were not reviewed. Outparcel development will reqUire site plan
review/approval.
Response: We understand.
9. Please provide "hardening" of connection swale at outfall. Velocities from larger storms will
erode swale.
Response: Hardening at connection swale at outfall is now shown on sheet 2 as "north
American green C350 erosion control mat.
10. Sediment control during construction will be very important. Note 7 of the Erosion &
Sediment Control states storm discharges will be filtered or trapped. Heavy sediments passed to
offsite properties (and/or lagoon) may require constriction to stop; so monitoring turbidity during
construction might be considered.
Response: See prevention plan sheet 1A.
11. Please provide structural plans for walls at detention lake. Will outfall structure from pond
attach to or impact fOoter?
Response: Structural plans for the wall at the detention lake are now a part of this
submittal. Outfall structure will not impact the footer, see detail "S-15 Modified Type E
Inlet Control Structure No.1 Detail" on sheet 6 for clarification.
If you have any questions, please feel free to contact me.
~:eJt,~
Joyce M. Gumpher
Enclosures:
Ten (10) sets plans signed & sealed
Two (2) copies SJRWMD Permit
Visibility Restriction Area Exhibit "B;;
~lt~ering, ) 783-7443
FAX ) 783-5902
106 DIXiE LANE. P.O. BOX 321321, COCOA BEACH, FLORIDA 32932-1321
Todd Peetz January 11, 2005
City Planner
City of Cape Canaveral
P.O. Box 326, 105 Polk Avenue
Cape Canaveral, 32920-0326
Re: Residence Inn - 150 Unit Hotel
Dear Mr. Peetz:
Transmitted herewith are ten (l0) sets of revised plans in accordance with comments by
the Fire Department and SSA. This letter is in response to those comments.
Fire Department:
1 Indicate the number of structures on the site.
Response: Number of structures is now shown on the site plan sheet 3 and denoted as one
single building.
2 Provide the construction type for each structure.
Response: Construction type is ordinary as noted in the fire flow calculations on sheet 3.
3 Provide the address for each structure.
Response: Each structure is assigned an address when the plans are approved. Addresses
will be provided to your office upon receipt.
4 Access shall be provided, by an unobstructed all weather driving surface capable of
supporting the load of a responding fire apparatus, of not less than 20 feet.
Response: Access will be provided by an unobstructed all weather driving surface capable
of supporting the load of a responding fire apparatus, of not less than 20 feet, see note 15
on sheet 3.
5 Hire bnp~ ~h~l1 hI" rWAv,r!pr! fAr h",lr!,nas th"t ar'" c",t h""lr 1 ,n ff frAn'> " ,",,,hi,,, rA",.1 Ar
............ ....-......-.... ...,............... ........... p.l.V" .........v..."....... .LV"'" V.......l..i.........i..i..l5 L.iLU". ..... .;)Vl. vu..........." .......Jv .....J.. ..L.LV.Ll.L "'" tn...-l-v....J.V .luau VI.
exceed 30 ft. in height and are setback over 150 ft. from the road.
Response: See note 4 on sheet 1 stating "No parking fire lane by order of the fire
departmen t".
6 Indicate the point of service where the water main is used strictly for fire suppression
activities.
Response: Point of water service used for fire suppression activities is shown on sheet 3,
Detail "A".
Continued-
Todd
Re: Residence - 150 Unit Hotel
Date: January 11, 2005
7 Clearances of seven and one half feet in front of and to the sides of fire hydrants and fire
department connections, with four feet to the rear.
Response: Seven and one half feet of clearance detail is shown on sheet 8 as "Area Clear of
Landscaping".
8. Water for fire fighting purposes shall available at the time combustibles are brought on
site.
Response: Water for fire fighting purposes will be available at the time combustibles are
brought on site, see note 15 on sheet 3.
9. The FDC shall be located in front of the buildings and a min. of 40 f1. from the structures.
Response: The FDC is relocated to the north side of the entrance road.
10. Provide the height and construction type of the Porte Cochere.
Response: See note 5 on sheet 1 for note "Porte Cochere height is 13'7". Construction type
for the Porte Cochere is Type 5, unprotected.
SSA
1. Entrance drive, if divided, shall have 20' wide lanes for future fire department access.
Response: Divided entrance drives are now revised to reflect 20 feet.
2. Please provide a copy ofthe FDOT driveway, drainage and utility permits.
Response: A copy of the FDOT driveway, drainage .and utility permits win be copied to
your office upon receipt.
3. Please provide a copy of the SJRWMD and NPDES permits.
Response: A copy of the SJRWMD is enclosed and the NPDES permit will be copied to
your office upon receipt.
4. Consider eliminating parking space at maintenance access to the wet detention pond. Provide
driveway to maintenance access.
Response: The parking space at the maintenance access to the detention pond is shown
striped for no parking.
5. Show grades/sections at the property line to confirm proposed runoff patterns.
Response: Grades/sections at the property line is shown on the paving and drainage plan
sheet 2 as sections C-C and D-D.
Continued-
Todd Peetz Page Three
Re: Residence Inn - 1 Unit
Date: 11,
6. Sanitary sewer to the outparcels shall be via 8" sanitary sewer main and manholes.
Response: Sewer services to outparcels are revised to 8" with manholes shown on sheet 3.
7. Please provide a copy of the visibility restriction area. Will the restriction area limit the
developable area of the outparcel? Ifso, will the outparcel meet minimum development size?
Response: A copy of the visibility restriction area is enclosed and also shown on sheet 1.
This restriction area wUl not limit any developable area of the parcel and stUl meets the
minimum lot size of 5,000s.f and lot depth of 100 feet.
8. The outparcel were not reviewed. Outparcel development will reqmre site plan
review/approval.
Response: We understand.
9. Please provide "hardening" of cOfl.1lection swale at outfall. Velocities from larger storms will
erode swale.
Response: Hardening at connection swale at outfall is now shown on sheet 2 as "north
American green C350 erosion control mat.
10. Sediment control during construction will be very important. Note 7 of the Erosion &
Sediment Control states storm discharges will be filtered or trapped. Heavy sediments passed to
offsite properties (and/or lagoon) may require constriction to stop; so monitoring turbidity during
construction might be considered.
Response: See prevention plan sheet lA.
11. Please provide structural plans for walls at detention lake. Will outfall structure from pond
attach to or impact footer?
Response: Structural plans for the wall at the detention lake are now a part of this
submittal. Outfall structure wUl not impact the footer, see detail "S-15 Modified Type E
Inlet Control Structure No.1 Detail" on sheet 6 for clarification.
If you have any questions, please feel free to contact me.
~:e~kwv
Joyce M. Gumpher
Enclosures:
Ten (10) sets plans signed & sealed
Two (2) copies SJRWMD Permit
Visibility Restriction Area Exhibit "B"
Site Plan Review
To: Todd Peetz, City Planner
From: Shannon McNally, Fire Inspector
Re: Residence Inn
Date: January 6, 2005
I have reviewed the site plan and have the following comments -
1. Indicate the number of structures on the site.
2. Provide the construction type for each structure.
3. Provide the address for each structure.
4. Access shall be provided, by an unobstructed all weather driving surface
capable of supporting the load of a responding fire apparatus, of not less
than 20 feet.
5. Fire lanes shall be provided for buildings that are set back 150 ft. from a
public road or exceed 30 ft. in height and are set back over 50 ft. from the
road.
6. Indicate the point of service where the water main is used strictly for fire
suppression activities.
7. Clearances of seven and one half feet in front of and to the sides of fire
hydrants and fire department connections, with four feet to the rear.
8. Water for fire fighting purposes shall be available at the time combustibles
are brought on site.
9. The FDe shall be located in front of the buildings and a min. of 40 ft. from
the structures.
10. Provide the height and construction type of the Porte Cochere.
Station 1,'1 190 JACKSON AVENUE e CAPE CANAVERAL. FLORIDA 32920 e (321) 783-4777 . FA,,'(: (321) 783-5398
Station;12 8970 COLUMBIA ROAD (lil CAPE CANAVERAL, FLORIDA 32920 . (321) 783-4424 e FAX: (321) 783-4887
INC.
Site Plan Review Check Sheet
General Information
1. Provide the owner info- Name, Address, and Phone.
2. Provide Engineer's Name, Address, Phone and Fax.
3. Indicate number of structures on site. (New and Existing)
4. Provide construction type for each structure.
5. Indicate the number of floors per building.
6. Provide the square footage per building per floor.
7. Provide the proposed eave height.
8. Provide address for each structure.
Building Access
1. i""ccess shall be provided, by an unobstmcted all weather driving surface capable
of supporting the load of a responding fire apparatus, of not less than 20 feet.
2. Fire lanes shall be provided for buildings that are set back 150ft from a public
road or exceed 30ft in height and are set back over 50ft from the road.
^' An approved turnaround shall be provided where an access road is a dead end and
.).
is in excess of 150ft.
4. The turnaround shall have a minimum centerline radius of 50ft.
Water Mains, Fire Hydrants. and Fire Department Connections
1. Indicate the water main sizes on and off site supplying the fire protection systems.
(example-hydrants, sprinklers. and standpipe systems)
2. Indicate proposed and existing fire hydrants within the required travel distance to
the rear most accessible point of the structure. (500ft)
^' Fire hydrants shall be provided within 10nn of any tire department connection
.).
4. Indicate the point of service where the water main is used strictly for fire
suppression activities.
<C Indicate the back flow / doubled delector check valves.
.J.
6. Indicate the location of any and all fire department connections.
7. Where more than one fire department connection is located within 50 feet of
another the connections shall be marked to indicate which system it serves.
8. Clearances of seven and one half feet in front of and to the sides of fire hydrants
and fire department connections, with four feet to the rear.
9. Water for fire fighting purposes shall be available at the time combustibles are
brought on site.
10. A complete fire flow calculation sheet shall be placed upon the proposed site plan.
Station tl 190 JACKSON AVENUE It CAPE CANAVERAL, FLORIDA 32920 ~ (321) 783-4777 . FA,,'C: (321) 783-5398
Station #2 R970 COLUMBIA ROAD tt CAPE CANAVERAL FLORIDA 32920 . (321) 783-4424 . FAX: (321) 783-4887
SSA
Cape Canaveral Invoice number 2564
P.O. Box 326 Date 12/30/04
105 Polk Avenue
Cape Canaveral, FL 32920
Con tract: 95-0208
SITE PLAN & DEVELOPMENT
Seo pe of Work: RESIDENCE INN SITE PLAN
1ST SUBMITTAL
For Professional Services rendered through Decemb
Billed Previously Current
Item Description To Date Billed Billed
97-1004 Residence Inn Site Plan 0.00 2,000.00
Contract total 0.00 2,000.00
2,000.00
S'TOITLER STAGG & ASSOCIATES ARCHITECTS ENGIN'EERS PLi\...NNERS, INC.
8680 N Olth Atlantic Avenue P. O. Box 1630 Cape Canaveral. Florida 32920 Tel 321-783-1320 Fax 321-783-7065
Uc. MACOO0329 #EBOOO0762 #LBOO06700
December 27, 2004 SSA
Mr. Todd Peetz
Miller-Legg & Associates
631 S. Orlando Ave, Suite 200
Winter Park, FL 32789
RE: Site Plan Review - Residence Inn - Review #1
SSA Job No. 95-0208/095-1004
Dear Mr. Peetz:
SSA has reviewed the above-referenced project and have the following requests for
additional information from the applicant:
1. Entrance drive, if divided, shall have 20' wide lanes for future fire department
access.
2. Please provide a copy of the FOOT driveway, drainage and utility permits.
3. Please provide a copy of the SJRWMO and NPOES permits.
4. Consider eliminating parking space at maintenance access to the wet
detention pond. Provide driveway to maintenance access.
5. Show grades/sections at the property line to confirm proposed runoff
patterns.
6. Sanitary sewer to the outparcels shall be via 8" sanitary sewer main and
manholes.
7 Please provide a copy of the visibility restriction area. Will the restriction
I.
area limit the developable area of the outparcel? If so, will the outparcel
meet minimum development size?
8. The outparcels were not reviewed. Outparcel development will require site
plan review/approval.
9. Please provide "hardening" of connection swale at outfall. Velocities from
larger storms will erode swale.
10. Sediment control during construction will be very important. Note 7 of the
Erosion & Sediment Control states storm discharges will be filtered or
trapped. Heavy sediments passed to offsite properties (and/or lagoon) may
require constriction to stop; so monitoring turbidity during construction might
be considered.
11. Please provide structural plans for walls at detention lake. Will outfall
structure from pond attach to wall or impact footer?
STOITLER STAGG & ASSOCli\TES ARCHITECTS ENGIN'EERS PLANNERS, INe.
8680 North Atlantic Avenue P. O. Box 1630 Cape CanaveTal, Florida 32920 Tel 321-783-1320 Fax 321-783c7065
Lie. ifAACOO0329 #EBOOOO762 ifLBOOO6700
j:\clvil\proje.cts\capeU-residence inn review ldoc
FRO~ :CITY 0F CAPE CANAVERAL FAX NO. :321 868 1247 Dec. 01 200401:17PM P2
City of Cape Canaveral
Building Department
PROCEDURES FOR SITE PLAN SUBMITTAL
Scheduling Pre-Application Meeting:
This meeting is not a requirement. It allows the applicant to meet with city staff
to discuss code requirements and any questions you may have prior to formal
submittaL
1. Applicant should schedule a preapplication meeting to meet with city
staff, city engineer and fire department. This meeting win be scheduled
by the Building department Admin. Assistant. Allow at least (1) week
for scheduling.
2. Applicant should provide at least (5) copies of preliminary concept plan
at time of scheduling pre-application meeHng.
ACCEPT~"'\ICE CRITERIA FOR SITE PLAN SUBMITTAL:
1. Applicant shall complete the IIAppIication for Site Plan Review".
2. Applicant shall complete the tlSite Plan Checklist".
3. Applicant shall submit (7) signed aIld sealed copies of the site plan,
with (2) copies of all appropriate calculations/state permit applications.
4. Incomplete application and/or submittal will not be accepted and will
be returned to applicant.
5. The required engineering deposit and application fee will be paid at
time of submittal.
6. The site plan must be submitted at a minimum of (30) days prior to a
regularly scheduled Planning & Zoning Board meeting.
7. Building dept. Admin. Assistant will forward site plan to appropriate
staff for review. Staff comments should be received by staff within (14)
days from date of submittal.
8. Staff' comments will be forwarded to the project engineer for response.
9. Scheduling of required meetings will not be initiated until all written
city comments have been addressed satisfactorily, (9) copies or revised
site plan have been submitted a minimum of (7) full working days prior
to the requested meeting and all fees have been paid.
H you have any questions, please contact Todd Peetz, City Planner at
(407) 249-1503.
Todd Peetz
December 30, 2004
2 Residence
This review does not relieve the applicant from other local, state, and federal agencies
having jurisdiction over the project site. Should you have any questions regarding this
letter, please do not hesitate to call.
Sincerely,
Stottler Stagg & Associates
Architects, Engineers, Planners, Inc.
L:j/ {! I(~~_
John A. Pekar, PE
Sr. Vice President - City Engineer
City Engineer's Review Fee For Review #1 - $2,000.00
NOTICE OF ADDITIONAL FEES
As this project is being reviewed under the original City contract,
Engineering Fees for all reviews after 2nd review will be billed at $95.00 per hour.
j:\civil\projects\cape\i-residence inn review ldoc
Site Plan Review
To: Todd Peetz, City Planner
From: Shannon McNally, Fire Inspector
Re: Residence Inn
Date: January 6, 2005
I have reviewed the site plan and have the following comments -
1. Indicate the number of structures on the site.
2. Provide the construction type for each structure.
3. Provide the address for each structure.
4. Access shall be provided, by an unobstructed all weather driving surface
capable of supporting the load of a responding fire apparatus, of not less
than 20 feet.
5. Fire lanes shall be provided for buildings that are set back 150 ft. from a
public road or exceed 30 ft. in height and are set back over 50 ft. from the
road.
6. Indicate the point of service where the water main is used strictly for fire
suppression activities.
7. Clearances of seven and one half feet in front of and to the sides of fire
hydrants and fire department connections, with four feet to the rear.
8. Water for fire fighting purposes shall be available at the time combustibles
are brought on site.
9. The FOG shal! be located in front of the buildings and a min. of 40 ft. from
the structures.
10. Provide the height and construction type of the Porte Cochere.
--
fE)ECElYMrn
UU~
Station,;:) 190 JACKSON AVENUE. CAPE CANAVERAL. FLORIDA 32920 . (321) 783-4777 . FAX: (321) 783-S.-;98
Station #2 R970 COLUl'vIBIA ROAD. CAPE CA\!AVERAL. FLORIDA 32920 . (321) 783-4424 . FAX: (321) 783-4887
WELBRO
BUILDING CORPORATION
August 9, 2004
City Planner
City of Cape Canaveral
111 Polk Avenue
Cape Canaveral, FL 32920
Reference: Residence Inn - Cape Canaveral
Dear Mr. Peetz:
In accordance with our telephone conversation, we are hereby requesting a pre-application meeting
for the new Residence Inn on AlA in Port Canaveral.
Attached you will find five (5) copies of our preliminary site plans for your use.
We are excited about this new project and will make our team available to meet your schedule.
Sincerely,
WELBRO BUILDING CORPORATION
~L/:;;P f'/" .o?__ .u~
PC;~....~;
· <:en Wuemchcll
Vice President
KW/mja
2301 MAITLAND CENTER PARKWAY, SUITE 250 · MAITLAND, FLORIDA 32751 · 407-475-0800 · FAX: 407-475-0801
Branch Office: Pigeon Forge, Tennessee
MEMORANDUM
TO: Stottler Stagg & Associates, attention Joan Sottoriva
CCVFD Fire Official
Public Works
FROM: Todd Peetz, Planning Partnerships, Inc
Tom Myers, Planning Partnerships, Inc.
For the City of Cape Canaveral
CC: Building Official wlo attachments
DATE:
RE:
Re\'iew Fee Collected:
Please review, the attached submittal of the above referenced
<; r~L 1/ Ir0 to ensure that the project meets the applicable code
-, \.
reqUIrements,
Your review is due no later than noon
After reviewing the project, please advise Plarming Partnerships, Inc. (PPI) of your
approval or comments and concerns. PPJ will be handling the tracking of this project and
all future projects for the City of Cape Canaveral. You may submit your comments via e-
mail to plansu,coml11unitvanal vsis.com, via fax at (32 I) 632-2772 (9-5 M-F), or via mail
3585 Murrell Road, Suite A, RockIedge, FL 32955. If you use the e-mail, please include
the name of the project in the subject line.
Please submit your review comments as soon as possible. Thank you.
\
t
f. l{
1
MEMORANDUM
TO: Todd Morley,
Building Official
TO: Todd Peetz
City Planner
FROM: Ed Gardulski
Public Works Director
DATE: December 17, 2004
RE: Resident's Inn
Site Plan Review
I Public Works Department has reviewed the above stated site plan. The Public
Works Director does not have any further comments or concerns. All prior comments
resulting form the pre-site plan meeting have been satisfactorily addressed.
Further review will be conducted during the permitting process for compliance of
all local and state codes. The Engineer of Record is responsible for any requirements not
identified by the City.
MEMORANDUM
TO: Stottler Stagg & Associates, attention Joan Sottoriva
CCVFD Fire Official
Public Warks
FROM: Todd Peetz, Miller Legg & Assoc.
CC: Building Off}cial wlo attachments
DATE:
RE:
Review Fee Collected:
Please review the attached submittal of the above referenced
to ensure that the project meets the applicable code requirements.
After reviewing the project, please advise Miller Legg & Associates (MIA) of your
approval or comments and concerns. MLA will be handling the tracking of this project
and all future projects for the City of Cape Canaveral. You may submit your comments
via email to TPeetz@millerlegg.com, via fax at (407)629-7883. or via mail to 631 South
Orlando Avenue, Winter Park, FL 32789. If you use the email, please include the name
of the project in the subject line.
Please submit you review comments as soon as possible. Thank you.
106 DIXIE LANE' po, BOX 321321. COCOA FLORIDA 32932m132i
)
STORMW ATER CALCULATIONS
FOR
AlA ACQUISITION GROUP
I RESIDENCE INN
I
I
CAPE CANA VERAL, FLORID~
DECEMBER 2004
I
I
Engineers · Planners · Surveyors
STORMWATER CALCULATIONS
AlA ACQUISITION GROUP
RESIDENCE INN
TABLE OF CONTENTS
I. Introduction
II. Pre-Development Analysis
III. Post-Development Analysis
IV. Water Quality and Recovery
V. Summary
FIGURES
Figure 1 - Location :Map
Figure 2 - USGS Map
Figure 3 - Soils Map
Figure 4 FEMA Map
Figure 5 - Aerial Map
Figure 6 - Pre-Development Basin Map
Figure 7 - Post-Development Basin Map
APPENDICES
Appendix A - Pre-Development Condition
Appendix B - Post-Development AdICPR Modeling
Appendix C - Water Quality and Drawdown Analysis
Appendix D - Storm Sewer Computations
Appendix E - Geotechnical Evaluations
STORMWATER CALCULATIONS
ACQUISITION GROUP
RESIDENCE INN
I. INTRODUCTION
AlA Acquisition Group has contracted Allen Engineering, Inc. for the
design and permitting of the stormwater management plan for Residence Inn
located in Cape Canaveral, Brevard County, Florida. The project site consists of
approximately 8.55 acres of land situated within Section 15, Township 24 South,
and Range 37 East. The site is located North of Central Boulevard and just West
of S.R. AlA. The project is bordered to the North by Country Inn and Suites, to
the Southwest by Puerto Del Rio Condominiums, to the Southeast by Racetrac
gas station and Jaybar Amusement, and to the East by Astronaut Boulevard (S.R.
AlA), The project consists of one 4 story hotel building with associated parking
and entrance drive. Also proposed for the site is two small out parcels. The
proposed construction will also include hotel amenities such as pool and tennis
courts with stormwater treatment and attenuation provided by a wet detention
pond. Please refer to Figure 1 for a location map of the project site.
The drainage pattern across the site is generally East to West toward the
Banana River. The new stormwater management facility to be constructed will
not only provide attenuation but will also provide the required treatment volume
based on the rules from St. Johns River Water Management District (SJRWMD)
and the City of Cape Canaveral.
H. PRE-DEVELOPMENT ANALYSIS
The project site for the proposed Residence Inn is currently un-developed
with little existing vegetation and two upland ditches flowing east to west. The
general topography is relatively flat with average elevations ranging from 4 to 6
feet NGVD. Please refer to Figure 2 for the USGS Map for the project site. Soils
on the site are classified as Canaveral Complex (Hydrologic group "C"); refer to
Figure 3 for the SCS Soil Survey Map. According to the FEMA Flood Insurance
Rate Map, the site is located entirely within flood zone "X," areas outside of 500-
year tloodplain. Please see Figure 4 for the FEMA Map. Figure 5 shows the
project site on an aerial photo with the surrounding features and proximity to the
Banana River.
The acreage for this site was included as offsite contribution to the Puerto
Del Rio condominiums project Phase I, II and III (Permit Nos. 40-009-70252-1
and 40-009-70252-2). The Puerto Del Rio site is situated directly west of the
project and partially continues to the Banana River. The Puerto Del Rio
stormwater system has been designed to convey the pre-development runoff from
the Residence Inn site and the allowable discharge rates for the 25-year/24-hour
and the mean annual storm event were determined based on calculations by
Bussen-Maver Emrineenng Grolln (Ph:u:e T IV Tn ~nti Stottler St~oo IV A~~oriates
01 - ... ..-....,.. -""-'0""'-"'- - -..- ---0 -'- - ~-r ,_. ---.- - - --' --/ ~-- - -- ----- - --00 --- - ------
(Phase III). Part of this offsite drainage area included is just north of the project
1
STORMW A TER CALCULATIONS
AlA ACQUISITION GROUP
RESIDENCE INN
site Country Inn and Suites. This development's discharge is no longer
contributing to the Puerto Del Rio system. Please refer to Figure 6 for the Pre-
Development Basin Map and to Appendix A for the Pre-Development Condition
analysis.
HI. POST-DEVELOPMENT ANALYSIS
The project consists of one 4 story hotel building with associated parking
and entrance drive. Also proposed for the site is two small out parcels. The
proposed construction will also include hotel amenities such as pool and tennis
courts with stormwater treatment and attenuation provided by a wet detention
pond. The seasonal high water table was determined based on the findings of the
Geotechnical evaluation and the existing site survey. The average seasonal high
water table from boring B I and B2 is approximately elevation 2.8 feet NGVD.
Please refer to Appendix E for the Geotechnical Evaluation provided by Universal
Engineering Sciences.
The Post-Development Basin Map, Figure 7, delineates the four
contributing areas to the detention pond. The two out parcels are assumed to
contain 70 percent impervious coverage, and the hotel site impervious coverage is
calculated to be approximately 72 percent. The curve numbers for the post-
development basins were determined from the soil map with open space and good
grass cover assigned a value of 74, and impervious area a value of 98. The time
of concentration for each basin was determined to be below the minimum of ten
minutes, so ten minutes was assumed for each basin. Since the Pre-Development
calculations performed by Bussen-Mayer Engineering Group and Stottler Stagg &
Associates utilized the Santa Barbara hydro graph method, the Post Development
hydrology analysis is performed using the Sa.l1ta Barbara method as well. Please
see Appendix B for the Post Development Advanced Interconnected Channel and
Pond Routing (AdICPR) version 3.02.
The Mean Annual and 25-year/24-hour storms were analyzed for design of
the Post Development peak discharge rates to be at or below the Pre-Development
values. The 100-year storm was analyzed for the design of the peak flood stage
within the detention pond so that the bank is not overtopped. The internal
drainage inlets and pipe system is designed for the 10-year storm event with all
inlet rims set above the 25-year stage in the pond. Please refer to Appendix D for
the storm sewer calculations performed using StormCad version 5.5. The
proposed stormwater system provides adequate attenuation to meet the Pre-
Development discharge rates as established for the Puerto Del Rio development.
A summary table of the results is included in section V of this report.
2
STORMW A TER CALCULATIONS
AlA ACQUISITION GROUP
RESIDENCE INN
IV. WATER QUALITY AND RECOVERY
The wet detention pond will be designed to treat 2.5 inches of runoff from
the impervious area plus an additional 50 percent treatment volume since this
project contributes discharge to an Outstanding Florida Waters. The proposed
wet detention pond will be adequate to provide the required treatment volume for
the site with the proposed impervious area according to the SJRWMD rules. The
proposed impervious coverage for the entire project site will be approximately
61.5 percent or 5.26 acres not including the water surface. The wet detention
system will be controlled by an outfall structure with overflow elevation set to the
treatment volume stage of 4.60 feet NGVD. The invert of the drawdown orifice
will be constructed at the estimated seasonal high groundwater elevation of 2.80
feet NGVD. One-half of the treatment volume is designed to be recovered within
24 to 30 hours following a stonn event. Please refer to Appendix C for the water
quality calculations, and drawdown analysis for the wet detention system.
V. SUMMARY
The results obtained from this report are meant to demonstrate that the
proposed stormwater management system for Residence Inn is designed to
adequately attenuate the peak discharge rates to at or below the Pre-Development
discharge rates and to demonstrate that adequate treatment volume is provided
prior to discharging. The routing of the systems using AdICPR demonstrates the
existing and proposed flow rates and stages. The tables below summarize the
peak discharge rates to the boundary, the peak stages, and the water quality results
to meet the requirements of the SJRWMD and City of Cape Canaveral.
PEAK DISCHARGE SUMMARY TABLE
!. . . d
Pre-Development Post -Development
Storm Event Peak Discharge Rate Peak Discharge Rate
( cfs ) ( cfs )
Mean 5.84 2.64
Annual
25-Year 14.59 14.14
3
STORMW A TER CALCULATIONS
AlA ACQUISITION GROUP
RESIDENCE INN
PEAK STAGE SUMMARY TABLE
Wet Detention
Pond
Storm Event Peak Flood
Stage Stage
(ft) (ft)
Mean Annual 4.80 7.00
25-Year 6.23 7.00
100-Year 6.88 7.00
WATER QUALITY SUMMARY TABLE
Basin Required Treatment Provided Treatment Drawdown Time
10 Volume Volume (hrs)
(ac-ft) (ac-ft)
Total Site 1.64 1.65 25.0
4
FIGURES
-
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-
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I
I
h r r
-.
-
'f..",-.
I II 1...
I I
I
LOCA TION MAP
A 1A ACQUISITION GROUP [)AT!
lO-()6-04
RE~~ SCAl.C
CAPE CANAVERAL. FLORIDA N.T.S.
LOCATION MAP JOB NO.
ALLEN ENGINEERING. INC. 03002S
AELLEN F"lClRlllA Cl:R1lfICA1!: IX AUTIlORIZAOON r"" LIl 266 {)i/AON
.. 106 Dim 1.AHE (P,O. BOX 321321) fDRODUCJ'JON IN PMfT P.O. IlOll 321321 COCOA !lEACH. FLClRIllA 32932-1321
COCOA BEACH. FLORIDA 32Q32-l321 at -.at IS Pfiil:loe1D ~ (321)78.>074tJ ,. ~)n3-!5ICl2 It.tIloIIill.:~$lM 00
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FEMA MAP
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------- . Basin Delineation by Alien Engineering, Inc. CAPE CANAVERAL.. FLORI>A N.T.s.
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....... . Basin Delineation
-- . Flow Arrow rMTf:
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ALLEN ENGINEERING, INC. 0J()()25
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APPENDICES
APPENDIX A
PRE-DEVELOPMENT CONDITION
(From the Stormwater Calculations for Puerto Del Rio
Phase I and II by Bussen-Mayer Engineering Group, Inc. and
Puerto Del Rio Phase III by Stottler Stagg & Associates:
Permit Nos. 40-009-70252-1 and 40-009-70252-2)
STORMWATER CALCULATIONS
AlA ACQUISITION GROUP
RESIDENCE INN
The pre-development discharge is the offsite discharge as calculated by Bussen-
Mayer Engineering Group, Inc. and Stouter Stagg & Associates for the Puerto
Del Rio development, Phases I, II, and III.
The pre-development discharge rates for the Residence Inn site:
25-year/24-hour storm = 14.59 cis
Mean-annual storm = 5.84 cfs
I
)CC J5 OFF'SlTE: DRAINAGt; BASIN DiAGRAM fOR Date
'wp,: 24 South PUERTO DEL HIO CONDOMINIUMS ~-"'" ~-
......LUtC
t~e, 37 .East ClTY OF CAPE: CANAVERAL F'LOHlDA P N
ISQ by : STL T ~_lJ~~~g...Jnt:lY~1'" ~J:lSJI!,~rI1l9 Group A Sllee! 1\0
"
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. ; " '" " '. (. 'I 1 : ' f
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) m
Copyright 1995, Streamline Technologies, Inc.
PUERTO DEL RIO STORMYATER CALCULATIONS
25 YEAR/24 HOUR STORM EVENT
2.26.01 (REVISED 7.18.01)
********** Basin Summary - 25YR24HR ********************************************
------------------------------------------------------------. ------------------
***
Basin Name: OFFSITE
Group Name: BASE
Node Name: JUNCTION
Hydrograph Type: UH
Unit Hydrograph: UH323
Peaking Factor: 323.00
Spec Time Inc (min): 18.57
Camp Time Inc (min): 15.00
Rainfall File: FLMOO
Rainfall Amount (in): 9.50
Storm Duration (hr): 24.00
Status: ONSITE
Time of Conc. (min): 139.30
Lag Time (hr): 0.00
Area (acres): 27.60
Vol of Unit Hyd (in): 1.00
Curve NlII1ber: 79.00
DCIA (X): 0.00
Time Max (hrs): 13.50
Flow Max (cfs): 35.32
Runoff Volume (in): 6.92
Runoff Volume (cf): 693153
C-z..
/
/
~--
& Stottler Stagg & Associates
'~ Architects, Engmeers, Planners, Inc.
~""""""~ Analyzed: 03/12/03
Puerto Del Rio, Phase 11/
Predevelopment Hydrology Worksheet
Total Site Area: 16.20 Ac.
This site was included as offsite drainage area in the Puerto Del Rio (Phase I and II) Permit (40-009-70252-1).
The Puerto Del Rio design filled in an upland cut ditch that our site drained into and piped 27.6 acres of offsite
drainage area thru their system and into the Banana River.
The following are from the Stormwater Calculations for Puerto Del Rio conducted by Bussen-Mayer Engineeririg
Group, Inc.:
Offsite Basin Area = 27.6 Acres (includes the 16.2 acres from our site)
Curve Number = 79 (open space, fair condition, HSG 'C')
Time of Concentration = 139.3 minutes
Qpeak (offsite for 25-year, 24 hour storin) = 35.32 cfs
Qpeak (offsite for mean-annual, 24-hour storm) = 14.14 cfs <-- calculated from input data with rainfall = 5"
Outflow pipe for Puerto Del Rio and offsite drainage area was sized as 34"x53" ERCP.
Total offsite drainage area = 27.6 acres producing 35.32 cfs of runoff.
Predevelopment drainage from our site = 35.32 cfs * 16.2 ac / 27.6 ac = 20.73 cfs (for 25-yr, 24-hr storm)
Predev. drainage from our site = 14.14 cfs * 16.2 ac / 27.6 ac = 8.30 cfs (for Mean-Annual, 24-hr storm)
Remaining offsite drainage area (11.4 acres) considered in Puerto Del Rio calculations will be routed around our
site and into Puerto Del Rio's existing system.
Offsite drainage around our site = 11.4 acres producing 14.59 cfs for 25-year, 24-hour storm
"nct 5,84 cfs for Mean-Annual, 24-hour .torm
Predevelopment discharge rates for our site are:
Area (acre) = 16.20
25-year, 24-hour storm (cfs) = 20.73
Mean-Annual, 24-hour storm (cfs) = 8.30
APPENDIX B
POST-DEVELOPMENT
ADICPR MODELING
AlA ACQUISITION GROUP
RESIDENCE INN
CAPE CANAVERAL, FLORIDA
POST DEVELOPMENT
100-YRj24-HR, 25-YRj24-HR, & MEAN ANNUAL NODE MAXIMUMS
Max Time Max warning Max Delta Max surf Max Time Max Max Time Max
Name Group Simulation Stage Sta~~ Sta~~ Sta~~ Area Inflow Inflow Outflow Outflow
hrs ft2 hrs cfs hrs cfs
----------------------------------------------------------------------------------------------------------------------------------------
DETENTION POST 100-YR POST 12.49 6.877 7.000 0.0050 50093 12.00 57.791 12.49 17.037
PUERTO DEL RIO POST 100-YR POST 0.00 2.800 2.800 0.0000 0 12.49 17.037 0.00 0.000
DETENTION POST 25-YR POST 12.49 6.228 7.000 0.0050 39857 12.00 47.347 12.49 14.137
PUERTO DEL RIO POST 25-YR POST 0.00 2.800 2.800 0.0000 0 12.49 14.137 0.00 0.000
DETENTION POST MEAN POST 13.15 4.804 7.000 0.0050 39857 12.00 23.481 13.15 2.642
PUERTO DEL RIO POST MEAN POST 0.00 2.800 2.800 0.0000 0 13.15 2.642 0.00 0.000
AlA ACQUISITION GROUP
RESIDENCE INN
CAPE CANAVERAL, FLORIDA
POST DEVELOPMENT
100-YR/24-HR, 25-YR/24-HR, & MEAN ANNUAL BASIN SUMMARY
---------------------------------------------------------------------------------------------------------
Name: DETENTION HOTEL OUTPARCELl OUTPARCEL2 DETENTION
Group: POST POST POST POST POST
simulation: 100-YR POST 100-YR POST 100-YR POST 100-YR POST 25-YR POST
Node: DETENTION DETENTION DETENTION DETENTION DETENTION
Type: SB SB SB SB SB
spec Time Inc(min): 5.00 5.00 5.00 5.00 5.00
comp Time Inc(min): 5.00 5.00 5.00 5.00 5.00
Rain File: Flmod Flmod Flmod Flmod Flmod
Rain Amount(in): 11.500 11. 500 11.500 11. 500 9.500
Duration(hrs): 24.00 24.00 24.00 24.00 24.00
Status: onsite onsite Onsite onsite onsite
Tc(min): 10.00 10.00 10.00 10.00 10.00
Time shift(hrs): 0.00 0.00 0.00 0.00 0.00
Area(ac): 1.200 5.000 0.924 1. 428 1. 200
Curve Num: 92.000 91. 000 91. 000 91. 000 92.000
DCIA(%): 0.000 0.000 0.000 0.000 0.000
Time Max(hrs): 11.92 11.92 11.92 11.92 11.92
Flow Max(cfs): 8.744 36.245 6.698 10.352 7.165
Runoff vol-ume(in): 10.519 10.393 10.393 10.393 8.531
Runoff volume(ft3): 45818.681 188628.726 34858.584 53872.360 37159.659
Name: HOTEL OUTPARCEL1 OUTPARCEL2 DETENTION HOTEL
Group: POST POST POST POST POST
simulation: 25-YR POST 25-YR POST 25-YR POST MEAN POST MEAN POST
Node: DETENTION DETENTION DETENTION DETENTION DETENTION
Type: SB SB S8 SB S8
spec Time Inc(min): 5.00 5.00 5.00 5.00 5.00
comp Time Inc(min): 5.00 5.00 5.00 5.00 5.00
Rain File: Flmod Flmod Flmod Fl mod Flmod
Rain Amount(in): 9.500 9.500 9.500 5.000 5.000
Duration(hrs): 24.00 24.00 24.00 24.00 24.00
Status: onsite onsite onsite onsite onsite
Tc(min): 10.00 10.00 10.00 10.00 10.00
Time shift(hrs): 0.00 0.00 0.00 0.00 0.00
Area(ac): 5.000 0.924 1. 428 1. 200 5.000
Curve Num: 91.000 91. 000 91. 000 92.000 91. 000
DCIA(%): 0.000 0.000 0.000 0.000 0.000
Time Max(hrs): 11.92 11.92 11. 92 11.92 11.92
Flow Max(cfs): 29.643 5.478 8.466 3.569 14.594
Runoff volume(in): 8.408 8.408 8.408 4.089 3.982
Runoff volume(ft3): 152609.428 28202.219 43585.250 17812.898 72274.895
Name: OUTPARCEL1 OUTPARCEL2
Group: POST POST
simulation: MEAN POST MEAN POST
Node: DETENTION DETENTION
Type: S8 S8
spec Time Inc(min): 5.00 5.00
comp Time Inc(min): 5.00 5.00
Rain File: Flmod Flmod
Rain Amount(in): 5.000 5.000
Duration(hrs): 24.00 24.00
Status: onsite onsite
TC(min): 10.00 10.00
Time shift(hrs): 0.00 0.00
Area(ac): 0.924 1.428
Curve Num: 91.000 91. 000
DCIA(%): 0.000 0.000
Time Max(hrs): 11.92 11. 92
Flow Max(cfs): 2.697 4.168
Runoff volume(in): 3.982 3.982
Runoff volume(ft3): 13356.398 20641. 706
AlA ACQUISITION GROUP
RESIDENCE INN
CAPE CANAVERAL, FLORIDA
POST DEVELOPMENT
INPUT REPORT
==========================================================================================
==== Nodes ===============================================================================
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
Name: DETENTION Base Flow(cfs): 0.000 Init stage(ft): 2.800
Group: POST warn stage(ft): 7.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
-3.000 0.7550
0.800 0.9150
6.300 0.9150
7.000 1. 2000
------------------------------------------------------------------------------------------
Name: PUERTO DEL RIO Base Flow(cfs): 0.000 Init stage(ft): 2.800
Group: POST Warn Stage(ft): 2.800
Type: Time/stage TAILWATER IS SET TO THE OUTLET PIPE INV 2.80 WHICH CONVEYS DISCHARGE TO THE PUERTO DEL RIO
19x30" PIPE AND CONVEYANCE CONTINUES TO THE BANANA RIVER VIA 34x53" PIPE.
,-ime(hrs) Stage(ft)
--------------- ---------------
0.00 2.800
30.00 2.800
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
==== Drop Structures =====================================================================
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
Name: CS#l From Node: DETENTION Length(ft): 236.00
Group: POST To Node: PUERTO DEL RIO Count: 1
UPSTREAM DOWNSTREAM Friction Equation Average conveyance
Geometr): Horz Ellipse Horz Ell ipse solution Algorithm Automatic
span(in : 30.00 30.00 Flow Both
Rise(in): 19.00 19.00 Entrance LOSS coef 1.000
Invert(ft): 2.800 2.800 Exit Loss coef 1.000
Manning's N: 0.013000 0.013000 outlet ctrl spec use dc or tw
TOp clip(in): 0.000 0.000 Inlet ctrl spec use dn
Bot clip(in): 0,000 0,000 solution Incs 10
Upstream FHWA Inlet Edge Description:
Horizontal Ellipse Concrete: square edge with headwall
Downstream FHWA Inlet Edge Description:
Horizontal Ellipse Concrete: square edge with headwall
*** weir 1 of 3 for Drop Structure CS#l ***
TABLE
Count: 1 Bottom clip(in): 0.000
T,pe: Horizontal TOp clip(in): 0.000
F ow: Both weir Disc coef: 3.200
Geometry: Rectangular orifice Disc coef: 0.600
span(in): 54.00 Invert(ft): 5.750
Rise(in): 36.00 control Elev(ft): 5.750
*** weir 2 of 3 for Drop Structure cs#l ***
TABLE
Count: 1 Bottom Clip(in): 0.000
T,pe: vertical: Mavis TOp clip(in): 0.000
F ow: Both weir Disc coef: 3.200
Geometry: Rectangular orifice Disc coef: 0.600
span(in): 90.00 Invert(ft): 4.600
o.;co.{.;n'\' 1~ Rr\ control ElevCft): 4,600
............ '-' "/' ....................
*** weir 3 of 3 for Drop Structure CS#l ***
TABLE
Count 1 Bottom clip(in) 0.000
T1'pe vertical: Mavis TOp clip(in) 0.000
F ow Both weir Disc coef 3.200
Geometry circular orifice Disc Coef 0.600
span(in): 4.00 rnvert(ft): 2.800
Rise(in): 4.00 Control Elev(ft): 2.800
==========================================================================================
==== Hydrology Simulations ===============================================================
==========================================================================================
Name: 100-YR POST
Filename: c:\projects\030025 cape canaveral Hotel\rcPR\100-YR POST.R32
override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Flmod
Rainfall Amount(in): 11.50
Time{hrs) print mc (mi n)
--------------- ---------------
11.000 60.00
14.000 15.00
30.000 60.00
----------------------------------------------------------------------------------------------------
Name: 25-YR POST
Filename: c:\projects\030025 cape canaveral Hotel\rcPR\25-YR POST.R32
override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Flmod
Rainfall Amount(in): 9.50
Time(hrs) print rnc(min)
--------------- ---------------
11.000 60.00
14.000 15.00
30.000 60.00
----------------------------------------------------------------------------------------------------
Name: MEAN POST
Filename: c:\projects\030025 cape canaveral Hotel\rcPR\MEAN POST.R32
override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Flmod
Rainfall Amount(in): 5.00
Time(hrs) print rnc(min)
--------------- ---------------
11.000 60.00
14.000 15.00
30.000 60.00
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
==== Routing simulations =================================================================
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
Name: 100-YR POST Hydrology sim: 100-YR POST
Filename: c:\projects\030025 Cape canaveral Hotel\rcPR\100-YR posT.r32
Execute: Yes Restart: NO patch: NO
Alternative: NO
Max Delta z(ft) 1.00 Delta Z Factor: 0.00500
Time Step optimizer 10.000
Start T;me(hrs) 0,000 End Time(hrs) 30.00
Min calc Time(sec) O. 5000 Max calc Time(sec) 60.0000
Boundary Stages Boundary Flows
Time(hrs) print Inc(min)
--------------- ---------------
11.000 60.000
14.000 15.000
30.000 60.000
Group Run
--------------- -----
POST Yes
--------------------------------------------------------------- ---------------- --------------
Name: 25-YR POST . Hydrology sim: 25-YR POST
Filename: c:\projects\030025 cape canaveral Hotel\ICPR\25-YR POST.I32
Execute: Yes Restart: No patch: NO
Alternative: No
Max Delta z(ft): 1.00 Delta z Factor: 0.00500
Time step optimizer: 10.000 End Time(hrs)
Start Time(hrs): 0.000 72.00
Min calc Time(sec): 0.5000 Max calc Time(sec) 60.0000
Boundary Stages: Boundary Flows
Time(hrs) pri nt Inc (mi n)
--------------- ---------------
11. 000 60.000
14.000 15.000
72 . 000 60.000
Group Run
--------------- -----
POST Yes
----------------------------------------------------------------------------------------------------
Name: MEAN POST Hydrology Sim: MEAN POST
Filename: c:\projects\030025 cape canaveral Hotel\rcPR\MEAN.POST.I32
Execute: Yes Restart: No patch: No
Alternative: NO
Max Delta z(ft): 1.00 Delta z Factor: 0.00500
Time Step optimizer: 10.000 End Time(hrs)
Start Time(hrs): 0.000 30.00
Min calc Time(sec): 0.5000 Max calc Time(sec) 60.0000
Boundary Stages: Boundary Flows
Time(hrs) pri nt Inc (mi n)
--------------- ---------------
11. 000 60.000
14.000 15.000
30.000 60.000
Group Run
--------------- -----
POST Yes
STORMWA TER MANAGEMENT CALCULATIONS
POST DEVELOPMENT CONDITIONS - BASIN SUMMARY
Allen Engineering, Inc.
Project Name: Residence Inn
Project No.: 030025
Calculated by: D. Lavender, E.!.
Date: 10/6/2004
DRAINAGE AREA IMPERVIOUS PERCENT TC*
BASIN ID AREA IMPERVIOUS CN
(a c) (ac) (%) (min)
HOTEL 5.00 3.62 72.3% 91 10.0
OUTPARCEL 1 0.92 0.65 70.0% 91 10.0
OUTPARCEL2 1.43 1.00 70.0% 91 10.0
DETENTION . 1.20 0.91 . 75.8% . 92 10.0
TOTAL 8.55 6.17 72.2% 91
*Time of Concentration calculations are assumed to be a minimum of 10 minutes due to
the high impervious coverage and conveyance of runoff via pipes to the detention area.
Project Data: SF ACRES
Total Site Area = 372,532 8.552
Hotel Site = 270,080 6.200
Out Parcel 1 = 40,262 0.924
Out Parcel 2 = 62,190 1 .428
Hotel Site Impervious Area:
Total Impervious = 157,541 3.617
Building = 38,501 0.884
Pavement = 106,380 2.442
Sidewalks/Pool = 12,660 0.291
Out Parcel Impervious Area (Assume 70%):
Out Parcel 1 = 28,183 0.647
Out Parcel 2 = 43,533 0.999
Total Site Impervious Area (Not including water surface):
Total = 229,257 5.263
POST - DEVELOPMENT
SCS RUNOFF CURVE NUMBERS
PROJECT NAME: RESIDENCE INN
PROJECT No.: 030025
CALCULA TED BY: DAL
DATE: 10/6/2004
CHECKED BY: MSA
PERCENT IMPERVIOUS (%) = 72.3%
PERCENT PERVIOUS (%) = 27.7%
X area
354.47
Ca, CANAVERAL COMPLEX C 102.34
456.81
WCN (weighted) = I 91 I
BASIN ID: OUTPARCEL 1
BASIN AREA (ae) = 0.92 PERCENT IMPERVIOUS (%) = 70.0%
IMPERVIOUS AREA (ae) 0.65 PERCENT PERVIOUS (%) = 30.0%
PER VIOUS AREA ( ae) 0.28
I SOIL NAME I SOIL TYPE I COVER DESCRiPTION , .......,.,.y . AREA CAe)' CN x area .
LN
IMPERVIOUS 98 0.65 63.41
Ca, CAN A VERAL COMPLEX C OPEN/GOOD GRASS COVER 74 0.28 20.50
Totals = 0.92 83.90
WCN (weighted) = I 91 I
OUTPARCEL2
1.43 PERCENT IMPERVIOUS (%) = 70.0%
1.00 PERCENT PERVIOUS (%) 30.0%
0.43
1 X area
97.90
Ca, CAN A VERAL COMPLEX C 31.75
I I 129.65 I
WCN (weighted) = I 91 I
DETENTION
1.20 PERCENT IMPERVIOUS (%) = 75.8%
0.91 PERCENT PERVIOUS (%) 24.2%
0.29
X area
89.18
Ca, CANA VERAL COMPLEX C 21.46
110.64
WCN (weighted) = I 92 I
NOTE: WCN ESTIMATED FOR CONTRIBUTING PERVIOUS AREA AND IMPERVIOUS AREAS.
THE IMPERVIOUS COVERAGE IS ASSUMED THE FOLLOWING: OUT PARCELS. 70%
APPENDIX C
WATER QUALITY AND
DRAWDOWN ANALYSIS
STORMWATER MANAGEMENT CALCULATIONS
WET DETENTION POND DESIGN - WATER QUALITY
Allen Engineering, Inc.
Project Name: Residence Inn
Project No.: 030025
Calculated by: D. Lavender, E.I.
Date: 10/6/2004
Basin ID: Entire Project Site
SJRWMD Wet Detention Criteria:
Treatment volume is the greater of the following:
- 1.0 inch of runoff over the entire drainage area,
- 2.5 inches over the impervious area (excluding water bodies)
- 50% additional treatment for systems which discharge to Outstanding
Florida Waters, Class I, II, or III.
Recovery Time:
- Drawdown one-half the required treatment volume between 24 and 30 hours.
Wet Detention System Design Parameters:
Drainage Area, DA = 8.55 ac
Runoff Coefficient, C = 0.74 see attached calculations
Wet Season Rainfall, R = 32 in
Length of Wet Season, WS = 153 days
Residence Time, RT = 21 days (14 for littoral, 21 for non-littoral zone)
Conversion Factor, CF = 12 in/ft
Project Basin Data:
Drainage Area = 8.55 ac
Impervious Area = 5.26 ac (Not Including Water Surface)
Percent Impervious = 61.5 %
II LANDUSE CA II
o en S ace 0.71
Detention 0.91
Impervious 4.73
TOTAL 8.55 6.36
Composite "C" Value = TOTAL CA I TOTAL AREA = 0.74 I
Required Treatment Volume:
1.0 inch over Drainage Area = 0.71 ac-ft
2.5 inches over Impervious Area = 1.10 ac-ft
Plus Additional 50% = 0.55 ac-ft
Total Treatment Volume = 1.64 ac-ft 71,575 CF
Permanent Pool Volume:
PPV= DA x C x R x RT
WS x CF
PPV= 2.33 ac-ft
Plus Additional 50% = 1.16 ac-ft
Total PPV = 3.49 ac-ft
STORMWATER MANAGEMENT CALCULATIONS
WET DETENTION POND DESIGN - STAGE/STORAGE
Allen Engineering, Inc.
Project Name: Residence Inn
Project No.: 030025
Calculated by: D. Lavender, E.I.
Date: 10/6/2004
Basin 10: Entire Project Site
Pond 10: Detention
Area within Area within Storage Cumulative Delta Storage
Pond Contour between
(ft) Contour Contour Contours Storage Above N.W.L Comments
(sq. ft) (a c) (ac-ftl (ac-ft) (ac-ft)
7.0 52,270 1 .2000 8.94 3.94 Top of Berm
0.74
6.3 39,850 0.9148 8.20 3.20 Top of Bulkhead
1.56
4.60 39,850 0.9148 6.65 1.65 Weir Elevation
0.73
3.8 39,850 0.9148 5.92 0.91
0.91
2.8 39,850 0.9148 5.00 0.00 NW.L.-Orifice Elev
0.91
1.8 39,850 0.9148 4.09
0.91
0.8 39,850 0.9148 3.17
3.17
-3.0 32,900 0.7553 0.00 Bottom of Pond
Pond Stage vs Storage
10
9 I 1/
8
~
7
I ~
af I I
u 6 ----- ~
~
Gl 5 - V --
Cl
~ 4 JV"
0
- V
(/) .AY
3 ~
2 ~
~ ...-
1 ~
0
-3.0 -2.0 -1.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (ft)
Weir Elev. to USE = 4.60 feet
50% Required TV. Stage = 3.70 feet
100% Required TV. Stage = 4.60 feet
SIZING THE ORIFICE TO RECOVER 50% T.V. BETWEEN 24 - 30 HOURS:
Treatment Volume (TV.) depth (h1) = weir elevation - orifice elevation (Flow Cl, assume 3.0")
h1 = 1.63 feet
Depth at Half the TV = TV x 0.5 1 (storage at weir elevation - storage at orifice elevation) x (h1)
h2 = 0.73 feet
h= 1.18 feet
The average flow rate (0) required to drawdown one-half the treatment volume:
0= (TV x 43560 sf/ac) 1 2 x 1124 x 1/3600
0= 0.41 cfs
Area of the orifice (Minimum 6 jn2): A = 01 (C x (2g x h)1/2)
C, Discharge Coefficient = 0.6
g, Accelleration due to gravity = 32.2 ft/sec2
A= 0.079 sf
11.4 in2
'"
Orifice Diameter: D = (4 A / n)1/2
D= 0.317 feet = 3.81 inches
USE I 4.00 I inch diameter
CHECK THE MEAN DEPTH OF POND:
Mean Depth (MD) = PPV
Ap
Ap = ^rea Of ~ond ~e~s' .red ~+ +he c~n+rol elev~+;~n 1f+2\
1""\ I t-' II III a UI Ol UI VilLi I I CLIVI \11. J
MD = I 5.5 I feet
The mean depth ideally should be between 2 to 8 feet. O.K.
See attached Drawdown Analysis using AdlCPR version 3.02.
AlA ACQUISITION GROUP
RESIDENCE INN
CAPE CANAVERAL, FLORIDA
POST DEVELOPMENT
DRAWDOWN ANALYSIS
Simulation Node Group Time Stage warning Surface Total Tota 1 Tota 1 Total
Staf~ Area Inflow Outflow vol In vol Out
hrs ft ft:2 cfs cfs af af
------.----------------------------------------------,--------------------------------------------------------------------------
2:5-YR POST DETENTION POST 0.00 2.800 7.000 39857 0.000 0.000 0.0 0.0
2:5-YR POST DETENTION POST 1.02 2.800 7.000 39857 0.001 0.000 0.0 0.0
25-YR POST DETENTION POST 2.02 2.803 7.000 39857 0.067 0.000 0.0 0.0
25-YR POST DETENTION POST 3.02 2.820 7.000 39857 0.305 0.000 0.0 0.0
25-YR POST DETENTION POST 4.02 2.858 7.000 39857 0.533 0.002 0.1 0.0
25-YR POST DETENTION POST 5.02 2.916 7.000 39857 0.763 0.013 0.1 0.0
25-YR POST DETENTION POST 6.02 2.991 7.000 39857 0.967 0.040 0.2 0.0
25-YR POST DETENTION POST 7.02 3.086 7.000 39857 1.256 0.086 0.3 0.0
25-YR POST DETENTION POST 8.02 3.203 7.000 39857 1. 573 0.153 0.4 0.0
25-YR POST DETENTION POST 9.02 3.357 7.000 39857 2.182 0.209 0.5 0.0
25-YR POST DETENTION POST 10.02 3.568 7.000 39857 2.988 0.273 0.8 0.1
25-YR POST DETENTION POST 11.01 3.887 7.000 39857 4.795 0.353 1.1 0.1
25-YR POST DETENTION POST 12.00 5.499 7.000 39857 47.305 10.894 3.2 0.5
25-YR POST DETENTION POST 12.25 6.055 7.000 39857 26.882 13.574 4.0 0.8
25-YR POST DETENTION POST 12.51 6.197 7.000 39857 13.638 14.218 4.4 1.1
25-YR POST DETENTION POST 12.75 6.122 7.000 39857 7.984 13.885 4.6 1.4
25-YR POST DETENTION POST 13.01 5.971 7.000 39857 5.818 13.189 4.8 1.7
25-YR POST DETENTION POST 13.25 5.805 7.000 39857 4.805 12.415 4.9 1.9
25-YR POST DETENTION POST 13.50 5.636 7.000 39857 4.381 11.614 5.0 2.2
25-YR POST DETENTION POST 13.76 5.473 7.000 39857 3.730 10.755 5.1 2.4
25-YR POST DETENTION POST 14.00 5.323 7.000 39857 3.496. 9.944 5.1 2.6
25-YR POST DETENTION POST 14.25 5.182 7.000 39857 3.263 9.157 5.2 2.8
25-YR POST DETENTION POST 15.26 4.785 7.000 39857 2.448 4.172 5.4 3.4
25-YR POST DETENTION POST 16.26 4.716 7.000 39857 2.007 2.320 5.6 3.6
25-YR POST DETENTION POST 17.26 4.697 7.000 39857 1. 714 1. 878 5.8 3.8
25-YR POST DETENTION POST 18.26 4.683 7.000 39857 1. 461 1.589 5.9 3.9
25-YR POST DETENTION POST 19.26 4.673 7.000 39857 1. 323 1.402 6.0 4.1
25-YR POST DETENTION POST 20.26 4.667 7.000 39857 1.236 1. 299 6.1 4.2
25-YR POST DETENTION POST 21. 26 4.661 7.000 39857 1.136 1.188 6.2 4.3
25-YR POST DETENTION POST 22.26 4.658 7.000 39857 1. 095 1.140 6.3 4.4
25-YR POST DETENTION POST 23.26 4.651 7.000 39857 0.895 1. 024 6.4 4.5
25-YR POST DETENTION POST 24.26 0+4.634 7.000 39857 0.483 0.777 6.5 4.5
25-YR POST DETENTION POST 25.26 4.595 7.000 39857 0.001 0.490 6.5 4.6
25-YR POST DETENTION POST 26.26 4.551 7.000 39857 0.000 0.482 6.5 4.6
25-YR POST DETENTION POST 27.26 4.508 7.000 39857 0.000 0.475 6.5 4.7
25-YR POST DETENTION POST 28.26 4.466 7.000 39857 0.000 0.467 6.5 4.7
25-YR POST DETENTION POST 29.26 4.424 7.000 39857 0.000 0.460 6.5 4.8
25-YR POST DETENTION POST 30.26 4.382 7.000 39857 0.000 0.452 6.5 4.8
25-YR POST DETENTION POST 31. 26 4.342 7.000 39857 0.000 0.445 6.5 4.8
25-YR POST DETENTION POST 32.26 4.302 7.000 39857 0.000 0.437 6.5 4.9
25-YR POST DETENTION POST 33.26 4.263 7.000 39857 0.000 0.430 6.5 4.9
25-YR POST DETENTION POST 34.26 4.224 7.000 39857 0.000 0.422 6.5 4.9
25-YR POST DETENTION POST 35.26 4.187 7.000 39857 0.000 0.415 6.5 5.0
25-YR POST DETENTION POST 36.26 4.150 7.000 39857 0.000 0.407 6.5 5.0
25-YR POST DETENTION POST 37.26 4.113 7.000 39857 0.000 0.400 6.5 5.0
2~)-YR POST DETENTION POST 38.26 4.077 7.000 39857 0.000 0.393 6.5 5.1
25-YR POST DETENTION POST 39.26 4.042 7.000 39857 0.000 0.386 6.5 5.1
25-YR POST DETENTION POST 40.26 4.007 7.000 39857 0.000 0.379 6.5 5.1
25-YR POST DETENTION POST 41.26 3.974 7.000 3985i' 0.000 0.372 6.5 5.2
- DP.A....,...~w,.J 1?> e.. Gtl N S' e 'Zt;;' AA s.
25-YR POST DETENTION POST 42.26 3.940 7.000 39857 0.000 0.365 6.5 5.2
25-YR POST DETENTION POST 43.26 3.908 7.000 39857 0.000 0.357 6.5 5.2
25-YR POST DETENTION POST 44.26 3.876 7.000 39857 0.000 0.350 6.5 5.3
25-YR POST DETENTION POST 45.26 3.844 7.000 39857 0.000 0.343 6.5 5.3
25-YR POST DETENTION POST 46.26 3.814 7.000 39857 0.000 0.336 6.5 5.3
25-YR POST DETENTION POST 47.26 3.784 7.000 39857 0.000 0.329 6.5 5.3
25-YR POST DETENTION POST 48.26 3.754 7.000 39857 0.000 0.321 6.5 5.4
25-YR POST DETENTION POST 49.26 3.726 7.000 39857 0.000 0.314 6.5 5.4
25-YR POST DETENTION POST 50.26 3.698 7.000 39857 0.000 0.307 6.5 5.4
25-YR POST DETENTION POST 51. 26 3.670 7.000 39857 0.000 0.300 6.5 5.4
25-YR POST DETENTION POST 52.26 3.643 7.000 39857 0.000 0.294 6.5 5.5
.25-YR POST DETENTION POST 53.26 3.617 7.000 39857 0.000 0.287 6.5 5.5
25-YR POST DETENTION POST 54.26 3.592 7.000 39857 0.000 0.280 6.5 5.5
25-YR POST DETENTION POST 55.26 3.567 7.000 39857 0.000 0.273 6.5 5.5
.25-YR POST DETENTION POST 56.26 3.542 7.000 39857 0.000 0.266 6.5 5.6
25-YR POST DETENTION POST 57.26 3.518 7.000 39857 0.000 0.259 6.5 5.6
25-YR POST DETENTION POST 58.26 3.495 7.000 39857 0.000 0.253 6.5 5.6
25-YR POST DETENTION POST 59.26 3.473 7.000 39857 0.000 0.246 6.5 5.6
25-YR POST DETENTION POST 60.26 3.451 7.000 39857 0.000 0.239 6.5 5.6
.25-YR POST DETENTION POST 61. 26 3.430 7.000 39857 0.000 0.233 6.5 5.7
25-YR POST DETENTION POST 62.26 3.409 7.000 39857 0.000 0.226 6.5 5.7
25-YR POST DETENTION POST 63.26 3.389 7.000 39857 0.000 0.220 6.5 5.7
25-YR POST DETENTION POST 64.26 3.369 7.000 39857 0.000 0.213 6.5 5.7
25-YR POST DETENTION POST 65.26 3.350 7.000 39857 O.OOQ 0.207 6.5 5.7
,25-YR POST DETENTION POST 66.26 3.332 7.000 39857 0.000 0.201 6.5 5.8
25-YR POST DETENTION POST 67.26 3.314 7.000 39857 0.000 0.194 6.5 5.8
,25-YR POST DETENTION POST 68.26 3.297 7.000 39857 0.000 0.188 6.5 5.8
:25-YR POST DETENTION POST 69.26 3.280 7.000 39857 0.000 0.182 6.5 5.8
:25-YR POST DETENTION POST 70.26 3.264 7.000 39857 0.000 0.176 6.5 5.8
25-YR POST DETENTION POST 71.26 3.248 7.000 39857 0.000 0.170 6.5 5.8
25-YR POST DETENTION POST 7:2 .01 3.237 7.000 39857 0.000 0.166 6.5 5.8
D R.A w Do V'" ?o.J Dr ~i. sF Tt~ "TR..E A......l! N '\ vGL.<J....F.:
D(..c-I.J(\.$" a 50 Wa.:r.
~Aw...1 bowN "i/ ......s: ~F ~::l.. <:;)F T/..l.E. TREAT~Jr~ Vf:>l...U,,",,==,::,
5"0 ~"S - ze- ~s .:::: ~s 1:J.R..:r.
.~
APPENDIX D
STORM SEWER COMPUTATIONS
STORM SEWER COMPUTATIONS FOR
AlA ACQUISITION GROUP
RESIDENCE INN
DESCRIPTION OF STORM SEWER COMPUTATIONS
Residence Inn is designed with 24-feet pavement width with inverted crown
section for drainage. Adjacent parking stalls are 20-feet and typically both parking space
and driveway cross slope is 2 percent. Standard 6-inch vertical curb will be constructed
at the edge of pavement along exterior edges of parking lots. The minimum longitudinal
slope along the inverted crown is 0.4 percent with the maximum length from high point
to an inlet being approximately 245-feet. Florida Department of Transportation Type C
and Type E Ditch Bottom Inlets with cast iron grates are proposed for collecting
stormwater runoff. The minimum pipe diameter is a IS-inch circular reinforced concrete.
The 10- Year Design Storm is utilized in the capacity analysis of the storm sewer system.
The tailwatercondition set for the outlet into the wet detention pond is set to the weir
elevation of 4.60 ft NGVD. The gutter spread calculations show that the maximum
spread from the inlet face is less than IS-feet; therefore the maximum gutter spread into
each travel lane is less than 7.5-feet. The contributing drainage areas to each inlet were
determined and the typical composite runoff coefficient for commercial landuse was
chosen to be 0.74. The time of concentration for each catch basin was chosen to be a
minimum of 10 minutes. There are two manhole locations that are modeled as inlets to
receive additional flow contribution from Out Parcels 1 and 2. The software program,
StormCad version 5.5 by Haestad Methods, performs the rational method backwater
analysis to develop the hydraulic grade line, average velocities, spread calculations, head
losses, and flow rates within each storm sewer network. Please refer to the attached
results.
1
A\~""'" . - /
' ,," - ',', ',,"',"', :f "
. .0/~;'-,I;;.~'c'~::;;\'0..-- _ I _
~{"" ':t.1'~ J'If~lm~- _ R OT~~D- _IlfIf~!l11Un_~ ;'!I;l9:TI , '0. - ~1IM)~!tiI 4lfu.~_~~ ^~~"~_ __ __ _
---C,OJ,~",E~NCIJMABIW-yrATf~~~{}O~~7A ,--5TATE-ROAO 401- .-. - - , '- -" - - - .ASTRO~~H,OU" LEVARD, -,- '
~- ---==--=:, ; ~_CS~_-==-AI.E._RQAU..~~0-4ll.1
- ---- --- ----.. ! '\.
.------ --'---j----"
-. "'-- I _,,__ ~
~.._' .- - ,
.1 I ~...' _::~.' ]
1.00
8",9 8-4
O.9~! AC I 1.43 AC
c.
~ I
~<t>' RACETRAC PETROLEUM, INC.
~ \
'-l,,<t \'\ l
i&; l f
".f l
.$:-~I" -
t;: --, r-r--
<(a U .
-"-- I
III J
., '";;:;l rmuu-__,. __..'--L..l-----J,.....;.m '1 rr=
~.r-L.r-~ 0.41 Acl 0.49 A
I. - II (;)
I ~,.. - - - - -;-- -
-II I~-,,-
\'--...-'~._, / I
II \ .~-......-._
IIJ'r )- ---II--
I \... .s-13! I II
I 4-\~~\:' . 0 DETENOOH POtIl
I
-.- I --- ........- 1'--
n f1. JL n
. _ _ _ _ _ _ _ .1 .. _ _ _ ____ _ _ L ;;. _ rliif} _"' ,--
POST DEVELOPMENT (~A11CH - BASIN MAP A1A ACQUISITION GROUP 1O~;/~04
LEGEND RESIDENCE INN SCALE
- - -. Catch-Baeln Delineation CAPE CANAVERAL, FLORIDA t"",IOO'
__ . Flow Arrow POST DEVELOPMENT CATCH-BASIN MAP JOB NO.
ALLEN ENGINEERING, INC. 030025
~ FLORIDA CERllFlCATE Of' AUlHORIZAllON No. L8 266 DRAI+N
P.O. BOX 321321 COCOA BEACH, FLORIDA 32932-1321
ArN 108 mm: LANIl (p.o. BOX 821l!21) REJORCDUC1ION, IN PART Ta.EPH<lNE: (321)783-7443 ~AX: (321)783-1lD02 E-6IAlL:_lJ.I'Iot OAt
ng'I~~'lng Inc COCOA IIUClt JUlIllDA lIl!ll92-1821 OR IIHOLE IS I_TED
II~" , . m.EPBORB: (321)?8S-74-4a FA]': (321)78l1-filI02 ::=- MJ-=~ FIG. NO.
E-1WLt ~1cItaL- AL/:EN ENGINEERING. /NC.
ENGteRS .. alNEYORS NO. DAlE' CHK'D .IOHN II. AUEH, P.E. DW - DONAlD ~. R<IBEIl'I'S, P.E. 8131 8
RE'rfSIONS IIICHAEI.. So AUEH. P.E. 45798 - .IOHN H. WILT, P.E. =
Scenario: 10-YEAR
A1A ACQUISITION GROUP STORM SEWER ANALYSIS
RESIDENCE INN 10-YEAR STORM EVENT
S.R. A1A (ASTRONAUTBLVD.)
\ n. (.
\ I, .
i II !
, t II i
! I' I
1 III
rS"'~o-' ,
OUT PARCEL 1 1 J I OUT PARCEL 2
~ I~{J
1 111\ N
~"i\
S-9) I \\ S-4
p r
II J1fTUlllillTlrnK7 -~~IIBl~~
8-- , ~ p~ Ps .. -+--. S-Ji
111)~WJJJrJJJgl~~ .c.. .... . .<(=uJlJJlDJfuuJ~D ~
....:.r----L.,j-..r--' ' 1::'" ,. - - -- ~ .--1
l~ HOTEL . .~ ---j
~ .1-1
--------~ '~ I S-1
j '., I=:i t DETEN TIO N PO N D
si0TI~JllllT~m1 $=111
b
Tille: Residence Inn Project Engineer: David Lavender
c:\...\stormcad\030025 stormcad.stm Allen Engineering StormCAD v5.5 [5.50031
11/23/04 0!l:55:43 AM @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06'108 USA +1~203-755-1666 Page 1 of'l
Scenario: 10-YEAR
Combined Pipe\Node Report
Label Upstream Downstream Length Upstream Upstream Inlet Upstream lJpstream Calculated Upstream Inlet 8ection Full Average Upstream Downstrearr Constructed
Node Node (ft) Inlet Rational Inlet 8ystem CA Rational Flow 8ize Capacity Velocity Invert Invert 810pe
Area Coefficient CA (acres) (cfs) (cfs) (ftfs) Elevation Elevation (ftfft)
(acres) (acres) (ft) (ft)
P13 8-14 8-13 185.00 0.81 0.74 0.60 0.60 4.53 18 inch 6.60 2.56 3.08 2.35 0.003946
P12 8-13 8-12 186.00 0.80 0.74 0.59 1.19 4.48 24 inch 12.41 2.77 2.35 1.79 0.003011
P11 8-12 8-11 190.00 0.68 0.74 0.50 1.69 3.80 30 inch 18.34 2.43 1.52 1.14 0.002000
P10 8-11 8-2 84.00 0.43 0.74 0.32 2.01 2.41 30 inch 19.51 2.77 1.14 0.95 0.002262
P1 8-2 8-1 25.00 N/A NfA NfA 5.48 NfA 36 inch 29.83 4.93 -2.95 -3.00 0.002000
P3 8-5 8-3 212.00 0.49 0.74 0.36 2.05 2.74 30 inch 34.04 2.82 116 -0.30 0.006887
P2 8-3 8-2 119.00 0.48 0.74 0.36 3.47 2.69 29x45 in 33.77 3.03 -2.70 -2.95 0.002101
P4 8-4 8-3 47.00 1.43 0.74 1.06 1.06 8.00 24 inch 13.20 2.55 1.00 0.84 0.003404
P9 8-10 8-6 155.00 0.20 0.90 0.18 0.18 1.:16 18 inch 6.70 0.77 3.30 2.67 0.004065
P5 8-6 8-5 38.00 N/A NfA NfA 1.69 NfA 30 inch 29.76 2.35 1.36 1.16 0.005263
P7 8-8 8-7 150.00 0.70 0.74 0.52 0.52 3.92 18 inch 5.75 2.22 3.08 2.63 0.003000
P8 8-9 8-7 47.00 0.92 0.74 0.68 0.68 5.15 18 inch 5.31 2.91 2.25 2.13 0.002553
P6 8-7 8-6 92.00 0.42 0.74 0.31 1.51 2.35 24 inch 10.81 3.51 2.13 1.92 0.002283
Title: Residence Inn Project Engineer: David Lavender
c:\... \stormcad\030025 stormcad.stm Allen Engineering Storm CAD v5.5 [5.5003]
12/06/04 10: 11 :22 AM @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06-'08 USA +1.203-755-1666 Page 1 of 1
Scenario: 10-YEAR
DOT Report
Label -Node- ,,",pstrearr Upstrearr Upstream Calculated -Ground- -HGL- Section -Section Length Average bescription
Upstream Inlet Inlet System CA Upstream Upstream pischargE Shape (ft) Velocity
pownstrean Area CA (acres) pownstrean pownstrean Capacity Size (ftIs)
(acres) (acres) (ft) (ft) (cfs)
P13 8-14 0.81 0.60 0.60 6.26 6.01 4.53 Circular 185.00 2.56
S-13 6.26 5.66 6.60 18 inch
P12 8-13 0.80 0.59 1.19 6.26 5.60 8.69 Circular 186.00 2.77
S-12 6.36 5.33 1241 24 inch
P11 S-12 0.68 0.50 1.69 6.36 5.28 11.94 Circular 190.00 243
8-11 6.64 5.12 18.34 30 inch
P10 8-11 043 0.32 2.01 6.64 5.03 13.60 Circular 84.00 2.77
S-2 6.98 4.93 19.51 30 inch
P1 S-2 N/A N/A 548 6.98 4.67 34.87 Circular 25.00 4.93
S-1 6.30 4.60 29.83 36 inch
P3 8-5 049 0.36 2.05 6.26 5.37 13.87 Circular 212.00 2.82
Sc3 6.64 5:13 34:04 30 inch ...
P2 S-3 048 0.36 347 6.64 5.04 2245 Horizon 119.00 3.03
S-2 6.98 4.93 33.77 29x45 ir
P4 S-4 143 1.06 106 6.50 5.19 8.00 C ircu la r 47.00 2.55
I S-3 I I 6.641 5.13 13.20 24 inch I I
P9 S-10 0.20 0.18 0.18 6.26 5.54 1.36 Circular 155.00 0.77
S-6 6.51 5.52 6.70 18 inch
P5 S-6 N/A N/A 1.69 6.51 546 11.52 Circular 38.00 2.35
8-5 6.26 543 29.76 30 inch
P7 S-8 0.70 0.52 0.52 6.26 606 3.92 Circular 150.00 2.22
S-7 6.26 5.85 5.75 18 inch
P8 S-9 0.92 0.68 0.68 6.50 5.96 5.15 Circular 47.00 2.91
8-7 6.26 5.85 5.31 18 inch
P6 S-7 042 0.31 1.51 6.26 5.73 11.03 Circular 92.00 3.51
S-6 6.51 5.52 10.81 24 inch
Title: Residence Inn Project Engineer: David Lavender
C:\... \stormcad\030025 storm cad .stm Allen Engineering StormCAD v5.5 [5.5003]
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Calculation Results Summary
=========:========================================================
Scenario: 10-YEAR
>>>> Info: Subsurface Network Rooted by: S-l
>>>> Info: Subsurface Analysis iterations: 3
>>>> Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet 1 Inlet 1 Total I Total Capture 1 Gutte,r Gutter
1 Type 1 1 Intercepted I Bypassed Efficiency I Spread Depth I
I
1 1 1 Flow 1 Flow I (%) (ft) (ft) 1
1 1 1 (cfs) I (cfs) I 1
1 - - - - - - - - - - - - - - - - - - - - - - 1 - - - - - - - - - - - - - - - - - - - - - - 1 - - - .. - - - - - - - - - I - - - - - - - - - - I - - - - - - - - .- .. - - - - - - - -,- - - - - - - - - - I
1 S-11 1 Grate Inlet 1 Grate Type E 1 2.41 I 0.00 100.0 12.0:8 0.24 1
I S-12 1 Grate Inlet 1 Grate Type E 1 3.80 I 0.00 100.0 14.47 0.29
1 S-13 1 Grate Inlet Grate Type C 4.48 I 0.00 100.0 12.95 0.26
I S-14 Grate Inlet Grate Type C 4.53 I 0.00 100.0 13.0'4 0.26
I S-3 Grate Inlet Grate Type E 2.69 0.00 100.0 I 12.83 0.26
I S-5 Grate Inlet Grate Type E 2.74 0.00 100,,0 I 12.98 0.26
I S-4 Generic Inlet Generic Default 100% 8.00 0.00 100.0 I 0.00 0.00
I S-10 Grate Inlet Grate Type C 1.36 0.00 100.0 I 10.22 0.20
1 S-7 1 Grate Inlet Grate Type E I 2.35 0.00 100.0 I 11.92 0.24
I S-8 1 Grate Inlet 1 Grate Type C I 3.92 0.00 100.0 I 11.99 0.24 I
I S-9 1 Generic Inlet 1 Generic Default 100% I 5.15 1 0.00 100.0 I 0.00 0.00 I
____________________________________________________.________________________________________i____________
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: S-l
1 Label 1 Number Section 1 Section 1 Length 1 Total Average I Hydrauli,c 1 Hydraulic I
1 I of Size I Shape 1 (ft) 1 System Velocity I Grade 1 Grade I
I Sections 1 Flow (ft/s) I Upstream 1 Downstream 1
I 1 (ds) I I (ft) (ft) 1
-------1 ---------- ------ ----- ----------------- --1-------- ----- --I----------I---------~- ------------1
PI 1 36 inch Circular I 25.00 34.87 I 4.93 I 4.6!7 4.60 1
1 PI0 1 1 30 inch I Circular 1 84.00 I 13.60 I 2.77 I 5.03 4.93 1
I
1 P2 1 29x45 inch I Horizontal Ellipse 1 119.00 22.45 I 3.03 I 5.04 4.93 1
1 P11 1 30 inch I Circular 1 190.00 11.94 2.43 5.2,8 5.12 1
I P4 1 24 inch 1 Ci:r:'cular 1 47.00 8.00 2.55 5.19 5.13 I
1 P3 1 30 inch 1 Circular I 212.00 13.87 2.82 5.37 5.13 I
1 P12 1 24 inch 1 Circular I 186.00 I 8.69 2.77 5.60 5.33 1
1 P5 1 30 inch 1 Circular I 38.00 1 11.52 1 2.35 5.46 5.43 1
1 P13 1 1 18 inch 1 Circular 1 185.00 1 4.53 1 2.56 6.01 5.66 I
Title: Residence Inn Project Engineer: David Lavender
c:\... \stormcad\030025 stormcad.stm Allen Engineering StormCAD v5.5 [5.5003]
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Calculation Results Summary
P9 1 1 1 18 inch 1 Circular 1 155.00 1. 36 1 0.77 1 5. 5.52
P6 1 1 1 24 inch 1 Circular 1 92.00 11.03 I 3.51 1 5. 5.52
P7 1 1 1 18 inch 1 Circular 1 150.00 3.92 1 2.22 1 6. 5.85
P8 1 1 1 18 inch I Circular 1 47.00 5.15 1 2.91 1 5. 5.85
---------"-------------------- ------ --------------.---------------------------------------- ---------------
1 Label 1 Total I Ground 1 Hydraulic 1 Hydraulic I
1 1 System I Elevation 1 Grade 1 Grade 1
1 1 Flow 1 (ft) 1 Line In 1 Line Out 1
1 1 (cfs) 1 1 (ft) 1 (ft) 1
1-------1--------1 -----------1-----------1-----------1
1 S-l 1 34.80 1 6.30 1 4.60 1 4.60 1
1 S-2 1 34.87 1 6.98 1 4.93 1 4.67 1
1 S-11 1 13.60 1 6.64 1 S.12 1 5.03
S-3 1 22.45 1 6.64 S .13 1 5.04
S-12 1 11.94 1 6.36 S;.33 5.213
S-4 1 8.00 1 6.50 S,.24 5.19
S-5 ! 13.87 1 6.26 5.43 5.37 1
8-13 13.69 6.26 5.66 5.60 1
1 S-6 11.52 6.51 1 5.52 5.46 1
1 S-14 4.53 6.26 1 6.06 1 6.01 1
1 8-10 1. 36 6.26 1 S;.55 I 5.54
1 8-7 11.03 1 6.26 I 5.85 I 5.73
1 8-8 3.92 1 6.26 I 6.10 I 6.06
I
1 S-9 5.15 I 6.50 6.03 1 5.96
---------------------------------------------------- -
----------------------------------------------------.--------------
----------------------------------------------------.--------------
Completed: 12/06/2004 10:10:53 AM
Title: ResidEmce Inn Project Engineer: David Lavender
c:\.. .\stormcad\030025 stormcad.stm Allen Engineering StormCAD v5.5 [5.5003J
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APPENDIX E
GEOTECHNICAL EVALUATION
--
--
I
UNIVERSAL ENGINEERING SCIENCES
SUBSURFACE EXPLORATION
Proposed Residence Inn Hotel Complex
State Road Ai A
Cape Canaverai, Brevard County, Florida I
UES Project No. 33966-001-02G
I
October 12, 2004 I
I
I PREPARED FOR: I
I A 1 A Group, Inc. -
I ~')'")5 Nnrt'h l\t!ar.ti~ A\/pn! Ie
I ,-,&-.k.... '-' LII ,,-\ II".\'" l.Y_......,
Cocoa Beach, Florida 32931
i
I
I
I
/I PREPARED By: I
Universal Engineering Sciences, Inc.
820 Brevard Avenue
Rockledge, Florida 32955
(321) 638..0808
.-------- ~~-~~-~.=- ----~~------=~=, I
I Consultants in: Geotechnical Engineer"ing * Environmental Sciences * Construction Material Testing i
I Offices in: Rockledge * Daytona * St. Augustine * DeBary * Orlando * Gainesville * Fort Myers * ! I
; Lake Worth * West Palm Beach * J()cksonville * Palm Coast II
L ---J
W ~.;;, R I~~~&E='
Construction Materials Testing. Threshold InspedlOO
20 Brevard Avenue. Rockledge, Florida 32955
321) 638-0808 Fax (321)638-0978
October 12, 2004
Mr. Roger Dobson
A 1 A Group, Inc.
3225 North Atlantic Avenue
Cocoa Beach, Florida 32931
Reference: Subsurf(lce Exploration
Proposed Residence Inn Hotel Complex
State Road A 1 A
Cape Canaveral, Brevard County, Florida
UES Project No. 33966-001-02G
Dear Mr. Dobson:
Universal Engineering Sciences, Inc. (Universal) has completed a subsurface exploration at the
above referenced site in Brevard County, Florida. Our exploration was authorized by you and
was conducted as outlined in Universal proposal No. P04-2201 G This exploration was
performed in accordance with generally accepted soil and foundation engineering practices and
the requirements of the Brevard County Engineering Department Design and Review Division.
No other warranty, expressed or implied, is made.
The following report presents the results of our field exploration with a geotechnical engineering
interpretation of those results with respect to the project characteristics as provided to us. We
have included general engineering recommendations concerning site preparation procedures
and foundation design parameters for the proposed hotel buildings, our estimates of the typical
wet season groundwater level at the boring locations and other considerations as appropriate.
We appreciate the opportunity to have worked with you on this project and look forward to a
continued association. Please do not hesitate to contact us if you should have any questions, or
if we may further assist you as your plans proceed.
Sincerely yours,
UNIVERSAL ENGINEERING SCIENCES, INC.
~W~ ~ichard E. Hoaglin, P.E.Ij,'3~
Andrew S. Wilderotter, E. L
Project Engineer Regional Manager
Florida Registration No. 48796
2 - Client
1 - Ms. Joyce Gumpher wi Allen Engineering
2 - Mr. Ron Brown wi Powell Design Group
TABLE OF CONTENTS
1.0 INTRODUCTION............................................................................................................................... 1
2.0 PROJECT DESC RIPTION .................... ......... ................................................................ ................... 1
3.0 PU RPOSE ......................................................................................................................................... 1
4.0 SITE DESCRIPTIO N ......................................................................................................................... 2
5.0 SCOPE OF S ERVIC ES...................................................................................... ...............................2
6.0 LIM ITA TION S ...................................................... ............................................................................. 2
7.0 FIELD METHODOLOGIES..................... ...................................... ......................... ...........................3
8.0 LABORATORY METHODOLOGIES ............. ................. ........ ........... .................. .................... .........3
9.0 SOIL STRA TIG RAPHY..................................................................................................................... 4
10.0 GROU NDWA TER CONDITIONS .................. ............. ................... .......... ....... .... ........... .... ...... .... ..... 4
10.1 EXISTING GROUNDWATER CONDITIONS. ............................. ....................... ..........................................4
10.2 TYPICAL WET SEASON GROUNDWATER LEVEL....................................... ..................................... .........5
11.0 LABORATORY RESULTS ...... .................. ......... ............................. ..... ...... ...... ................ ...... ..........5
12.0 PROPOSED HOTEL BUILDING ..... ................. ............ .... ................. ......................... ................. .....5
12.1 ANALYSIS ......... ....... .................................................... .... ..... ......... .................................... ...... ..... .....5
12.2 RECOMMENDATIONS.......... ......................................................... ........................................................6
13.0 AU XILARY STR UCTU RES................................................................................... ...........................7
14.0 SEWER AND UTILITY LINES.. .......... .................. ........................ ................... ........ ... ............ ..........8
14.1 GENERAL RECOMMENDATIONS.......... ....................................................................... ...........................8
14.2 SITE PREPARATION PROCEDURES........................................ ............................................... ..............8
15.0 DEWA TERING ..................................................................................................................................8
16.0 EX CAVA TIONS ................................................................................. 0 0 0....... 0........00.................0........9
17.0 SPECIAL CO NSIDERA TIO N So...... 0 0.0....... 0... 0 0.....0..00.. 0.......... 0......0..................... 0.0... 0 0 0............ 0 0......9
18.0 C LOS URE 0..... 0...... 0..00....... 0...... 0......... ........ 0...00....0.............................................. 0" o. 0 0......... 0.0.000.....0.9
LIST OF TABLES
Table I: Generalized Soil Profile.. ..... ........................... ............................................. ........4
FIGURES
F)(nlnr::ltinn I nr.::ltinn M::ln ................ ................................................... Figure 1
-.'r---' ~_._.. -- --,- -.. '~'-r ... '..'"
I EB
APPENDICES
Key to Boring Logs. ............... ........................ .................... ...... ..... ................. ............. Appendix A
Boring Logs ............................................................................................................ Appendix A
EXHIBITS
ASFE Document............................................ .................................................. ............... Exhibit 1
ii 83
Proposed Residence Inn Hotel Complex UES Project No. 33966-001-02
Cape Canaveral, Brevard County, Florida Subsurface Exploration
1.0 INTRODUCTION
Universal Engineering Sciences, Inc. (Universal) has completed the subsurface exploration for
the proposed Country Suite Inn Hotel Complex on State Road A1A Cape Canaveral, Brevard
County, Florida. This exploration was authorized by Mr. Neil Weber, President of Weber
Architects and Planners, and was conducted as outlined in Universal proposal No. P04-
1475REV. This exploration was performed in accordance with generally accepted soil and
foundation engineering practices and the requirements of the Brevard County Engineering
Department Design and Review Division. No other warranty, expressed or implied, is made.
2.0 PROJECT DESCRIPTION
Universal understands from information provided by Powell Design Group, the project
architects, that the proposed project will include the construction of a hotel complex covering an
area of approximately 6.5 acres in Cape Canaveral, Florida. The proposed development will
consist of two (2} muHi story hotel structures and paved parking lots anddrives.Stormwater
runoff from the new impervious surfaces will be collected within a proposed "wet" retention basin
to be located within the southern sections of the project site.
The proposed buildings will be 4 stories in height and will cover plan areas of approximately
13,000 to 14,000 square feet. A one story lobby/conference building will interconnect the two 4
story structures. Finished floor levels will be approximately 3 to 4 feet above existing grades.
We assume that the proposed buildings will be constructed using a combination of reinforced
concrete, masonry, and steel framing. Based on our experience will similar structures, we
assume that maximum loading conditions will be on the order of 500 kips per column, 10
kips/foot for structural walls, and 100 pounds per square foot for on grade floor slabs.
Universal has performed a previous preliminary subsurface exploration at this site. For
additional subsurface information, please refer to Universal's Project No. 33966-001-01, Report
dated May 4, 2004. The boring logs from the previous exploration are included in this report.
If any of the above information is incorrect or changes prior to construction, please contact
Universal immediately so that we may revise the recommendations contained in this report, as
necessary. In order to verify that our recommendations are properly interpreted and
implemented, Universal should be allowed to review the final design and specifications prior to
the start of construction.
3.0 PURPOSE
The purposes of this exploration were:
. to explore and evaluate the subsurface conditions at the site with special attention to
potential problems that may hinder the proposed development,
. to provide our estimates of the typical wet season groundwater level at the boring
locations and
1 W
Proposed Residence Inn Hotel Complex UES Project No. 33966-001-02
Cape Canaveral, Brevard County, Florida Subsurface Exploration
. to provide geotechnical engineering recommendations for site preparation procedures
and foundation design parameters for the proposed hotel buildings and other
considerations as appropriate.
4.0 SITE DESCRIPTION
The subject site is an approximate 8:12 acre undeveloped parcel located within Section 15,
Township 24 South, Range 37 East in Brevard County, Florida. More specifically, the site is
located on the west side of State Road A 1 A, approximately 1,000 feet north of Central
Boulevard, in Cape Canaveral, Florida. At the time of drilling, the site was relatively level with
vegetative cover consisting mostly of grass and sparse brush. An existing Racetrac gas station
is located on the property to the southeast.
5.0 SCOPE OF SERVICES
The services conducted by Universal during our recent subsurface exploration program are as
.. Drill five (5) Standard Penetration Test (SPT) borings within the proposed hotel building
footprints to depths of 25 to 100 feet below existing land surface (bls).
.. Secure samples of representative soils encountered in the soil borings for review, laboratory
analysis and classification by a Geotechnical Engineer.
.. Measure the existing site groundwater levels and provide an estimate of the typical wet
season groundwater level.
.. Conduct soil gradation tests on selected soil samples obtained in the field to determine their
engineering properties.
.. Assess the existing soil conditions with respect to the proposed construction.
. Prepare a report which documents the results of our subsurface exploration and analysis
with geotechnical engineering recommendations.
6.0 LIMITATIONS
This report has been prepared in order to aid the client/engineer in the design of the proposed
Residence Inn Hote! Complex in Cape Canaveral, Florida. The scope is limited to the specific
project and locations described herein. Our description of the project's design parameters
represents our understanding of the significant aspects relevant to soil and foundation
characteristics. In the event that any changes in the design or location of the structures as
outlined in this report are planned, we should be informed so the changes can be reviewed and
the conclusions of this report modified, if required, and approved in writing by Universal.
The recommendations submitted in this report are based upon the data obtained from the soil
borings performed at the locations indicated on the Exploration Location Plan and from other
information as referenced. This report does not reflect any variations which may occur between
the boring locations. The nature and extent of such variations may not become evident until the
course of construction. If variations become evident, it will then be necessary for are-evaluation
2 1:13
Proposed Residence Inn Hotel Complex UES Project No. 33966-001-02
Cape Canaveral, Brevard County, Florida Subsurface Exploration
oi the recommendations of this report after performing on-site observations during the
c40nstruction period and noting the characteristics of the variations. This report does not reflect
the full vertical and horizontal extent of soft/deleterious layers encountered at this project and,
therefore, this report should not be used for estimating such items as cut and fill quantities. Our
investigation was confined to the zone of soil likely to be stressed by the proposed construction.
hll users of this report are cautioned that there was no requirement for Universal to attempt to
locate any man-made buried objects or identify any other potentially hazardous conditions that
may exist at the site during the course of this exploration. Therefore no attempt was made by
LJniversal to locate or identify such concerns. Universal cannot be responsible for any buried
man-made objects or environmental hazards which may be subsequently encountered during
construction that are not discussed within the text of this report. We can provide this service if
requested.
F or a further description of the scope and limitations of this report please review the document
a1tached within Exhibit 1 "Important Information About Your Geotechnical Engineering Report"
prepared by ASFE/Professional Firms Practicing in the Geosciences.
7.0 FIELD METHODOLOGIES
The five (5) recent SPT borings, designated B5 through B9 on the attached Figure 1, were
performed in general accordance with the procedures of ASTM D 1586 (Standard Method for
Penetration Test and Split-Barrel Sampling of Soils). The SPT drilling technique involves driving
a standard split-barrel sampler into the soil by a 140 pound hammer, free falling 30 inches. The
number of blows required to drive the sampler 1 foot, after an initial seating of 6 inches, is
designated the penetration resistance, or N-value, an index to soil strength and consistency.
The soil samples recovered from the split-barrel sampler were visually inspected and classified
in general accordance with the guidelines of ASTM D 2487 (Standard Classification of Soils for
Engineering Purposes [Unified Soil Classification System]).
The SPT soil borings were performed with aCME 55 truck mounted drilling. Universal located
the test borings in the field by using the provided site plan and measuring from the existing on-
site landmarks shown on an aerial photograph using a cloth tape. No survey control was
provided on-site, and our boring locations should be considered only as accurate as implied by
the methods of measurement used. The approximate boring locations are shown on the
attached Figure 1.
8.0 LABORATORY METHODOLOGIES
We completed #200 sieve particle size analyses on four (4) representative soil samples. These
samples were tested according to the procedures listed ASTM D 1140 (Standard Test Method
for Amount of Material in Soils Finer than the No. 200 Sieve). In part, ASTM D 1140 requires a
thorough mixing of the sample with water and flushing it through a No. 200 sieve until all of the
particles smaller than the sieve size leave the sample. The percentage of the material finer than
the No. 200 sieve helps determines the textural nature of the soil sample and aids in evaluating
its engineering characteristics. The percentage of materials passing the #200 sieve is shown on
the attached boring logs.
3 EB
Proposed Residence Inn Hotel Complex UES Project No. 33966-001-02
Cape Canaveral, Brevard County, Florida Subsurface Exploration
9.0 SOIL STRATIGRAPHY
The results of our field exploration and laboratory analysis, together with pertinent information
obtained from the SPT borings, such as soil profiles, penetration resistance and stabilized
groundwater levels are shown on the boring logs included in Appendix A. The Key to Boring
Logs, Soil Classification Chart is also included in Appendix A. The soil profiles were prepared
from field logs after the recovered soil samples were examined by a Geotechnical Engineer.
The stratification lines shown on the boring logs represent the approximate boundaries between
soil types, and may not depict exact subsurface soil conditions. The actual soil boundaries may
be more transitional than depicted. A generalized profile of the soils encountered at our boring
locations is presented below in Table I. For detailed soil profiles, please refer to the attached
boring logs.
TABLE I
GENERALIZED SOIL PROFILE
Depth .' .. '.-
'.~ '.
Encountered '(feet) . SoU Description
(feet,bls)
Surface 4 to 7 I F.ine sa~ds [SP] with broken sh~1I and clayey fine sand pockets I
(hydraulic fill), very loose to medium dense.
4 to 7 4 to 7 Sandy clay [CH], clayey fine sands [SC) and fine sands with clay
[SP-SC), very soft to loose
8 to 1 3 1 0 to 15 Fine sands with broken shell [SP), loose to medium dense.
22 to 23 1 0 to 11 Clayey fine sands [SC) with broken shell, very loose to medium
dense.
32 to 33 15 to 20 Sandy clay [CH), very soft
Silty fin~ sands [SM], clayey fine sands [sq, broken shell and
48 to 53 52+ occasional cemented sand (rock) layers, very loose to medium
dense.
NOTE: [] denotes Unified Soil Classification system designation.
+ indicates strata encountered at boring termination, total thickness undetermined.
10.0 GROUNDWATER CONDITIONS
10.1 EXISTING GROUNDWATER CONDITIONS
We measured the water levels in the recent boreholes on September 14 and October 5, 2004
after the completion of drilling operations. The groundwater levels are shown on the attached
boring logs. The groundwater level depths ranged from 0.9 to 1.1 feet bls at the boring
locations. Fluctuations in groundwater levels should be anticipated throughout the year,
primarily due to seasonal variations in rainfall, surface runoff, and other factors that may vary
from the time the borings were conducted.
4 l!J
Proposed Residence Inn Hotel Complex UES Project No. 33966-001-02
Cape Canaveral, Brevard County, Florida Subsurface Exploration
'10.2 TYPICAL WET SEASON GROUNDWATER LEVEL
The typical wet season groundwater level is defined as the highest groundwater level sustained
fer a period of 2 to 4 weeks during the "wet" season of the year, for existing site conditions, in a
year with average normal rainfall amounts. Based on historical data, the rainy season in Brevard
County, Florida is between June and October of the year. In order to estimate the wet season
water level at the boring locations, many factors are examined, including the following:
a. Measured groundwater level
b. Drainage characteristics of existing soil types
c. Season of the year (wet/dry season)
d. Current & historical rainfall data (recent and year-to-date)
e. Natural relief points (such as lakes, rivers, swamp areas, etc.)
f. Man-made drainage systems (ditches, canals, etc.)
g. Distances to relief points and man-made drainage systems
h. . On.,site types of vegetation
i. Area topography (ground surface elevations)
Groundwater level readings were taken on September 14 and October 5, 2004. According to
data from the Southeast Regional Climate Center and the National Weather Service, the total
rainfall in the previous month of September for Central Brevard County was 16.6 inches,
approximately 9.4 inches above the normal for September. The total year to date rainfall was
48.0 inches, approximately 9.3 inches above the normal. Based on this information and factors
listed above, we estimate that the typical wet season groundwater levels at the boring locations
will be at existing measured levels or roughly 1 foot bls. Please note, however, that peak stage
elevations immediately following various intense storm events, may be somewhat higher than
the estimated typical wet season levels.
11.0 LABORATORY RESULTS
The soil samples submitted for analysis were classified as fine sands [SP] and clayey fine sands
[SC]. The percentage of soil sizes passing the #200 sieve size are shown on the boring logs at
the approximate depth sampled.
12.0 PROPOSED HOTEL BUILDING
12.1 ANAL YSIS
If the piOposed hotel structures were supported on conventional shallow foundation systems,
then considerable settlements, on the order of 4 to 5 inches, would probably occur due to the
compression of the near surficial loose sands and clay seams/layers and the compression of the
underlying soft, clay [CH] strata between the approximate depths of 30 to 50 feet bls. We
believe that the most expedient way to minimize these settlements is to by pass the soft clay
strata with the use of pilling embedded into the underlying sand, shell and cemented rock strata.
To help prevent distress due to different rates/amounts of settlement and other factors, we
strongly recommend that the proposed hotel building be structurally separated from adjacent
auxiliary structures (e.g. walkways, equipment pads, decks, driveways, etc) by a series of
isolation joints.
5 83
Proposed Residence Inn Hotel Complex UES Project No. 33966-001-02
Cape Canaveral, Brevard County, Florida Subsurface Exploration
1 2.2 RECOMMENDATIONS
In order to provide the necessary load carrying capacity, we recommend that the pile tips be
p laced at elevation -60 feet NGVD or about 70 feet below existing grades. Based on the results
of our test borings, we estimate that a compressive capacity of up to 50 tons per pile can be
a chieved using 14-inch diameter auger cast piles installed to this tip elevation. We also estimate
that such piles would have allowable tensional capacities of 15 tons each. Please note that to
obtain this tensional capacity, proper tensional reinforcement will need to be installed to the full
piling depth.
Auger cast piles have lower capacities in groups. Spacing them at least 3 piles diameters apart,
center to center, can significantly minimize the group effect. A reduction for group effect will
depend upon the number of piles in a group and their respective positions. For preliminary
design purposes, a 100 percent efficiency of the single pile allowable load has been assumed;
however, if pile spacings less than 3 pile diameters are used, then a lower efficiency factor will
Specific requirements for auger cast piles are detailed in the Florida Building Code under
~ 1809.2. These requirements cover group strength, installation methods, and reinforcement
cover.
When using a pile foundation, we recommend that at least one non-production pile be tested in
accordance with the procedures of ASTM D 1143 to confirm the design pile depth and capacity.
The geotechnical engineer and structural engineer should review the results of the load test
prior to final order of specific piles or lengths. The review is to assess whether installation
techniques must be modified, pile lengths changed, etc.
The test pile should be installed with the same men, methods, and equipment that the
production piles will be placed. The crane must be powerful enough to pull the full length auger
out of the ground without any auger rotation. Also, great care should be exercised to assure that
embedded reinforcing steel has the proper concrete cover in the piles.
The structural engineer should determine the size and length of reinforcing steel needed in the
auger cast piles. Often, a single NO.7 or No.8 bar full length through the center of the pile is
used. Placing a full length bar throughout the depth of the pile is very valuable to the on-site
inspector in determination of the integrity of the pile and detection of any "necking" which may
occur. If necking or any other problems with the pile are detected, the pile can usually be re-
augered while the grout is still wet and replaced with an acceptable pile.
Auger cast piles are highly dependent on quality of workmanship. For this reason, we strongly
recommend that all pile installations be monitored by a Universal's representative. This is
necessary in order to determine if piles are being installed properly by the contractor, provide an
accurate record of the installation, and provide an opportunity to correct anomalous or
unforeseen conditions during the pile placement work. The grout used to form the piles should
be sampled and tested for strength on a regular basis.
The piling contractor should be aware that difficult drilling conditions may occur at some
locations due to sporadic pockets of dense sand & shell or cemented rock layers.
6 83
Proposed Residence Inn Hotel Complex UES Project No. 33966-001-02
Cape Canaveral, Brevard County, Florida Subsurface Exploration
Due to gradual settlements which will probably occur over the next several years within the
underlying soft clay strata, the ground floor slab of the proposed hotel building should also be
pile supported. Such items as utility line connections into the proposed hotel structure should be
sufficiently flexible to allow for differential movements between the building and the adjacent soil
rllass.
'13.0 AUXILARY STRUCTURES
To minimize the settlements within the proposed auxiliary structures (e.g. walkways, equipment
pads, decks, driveways, etc) at this project, we recommend a site preparation procedure as
listed below. During the excavation of any foundations or other buried structures, any soft clayey
pockets encountered within two feet of the bottom of the structure should be over excavated
and replaced with clean fine sands [SP] compacted to at least 95% of the modified proctor test
(ASTM 0-1557).
Eor gu)<iItgry. ~trI,.Jc;tlJr.Els plgcf3d OD gradf3,Wf3 rec;ommeod that the tll.lilcjiOg site pf3prepgred priQr.
to pile installation operations in the following manner:
1. Strip all surface vegetation, root mats, utilities, rubble, etc. from within the proposed building
areas and adjoining drives and decks, including a margin of at least 10 feet beyond
foundation lines, where possible.
2. Level the building areas and compact the prepared surface until an in place density of at
least 95 percent of the Modified Proctor test maximum dry density (ASTM 0 1557,
Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-Ibf/fe (2,700
kN-m/m3))) is achieved to at least 24 inches below the stripped surface.
3. Install piles as previously noted and construct pile caps and grade beams. Please note that,
depending on foundation depth, dewatering may be required to maintain dry conditions
within pile cap and grade beam excavations.
4. Fill or backfill to final grade under structures with clean sand [SP] pr sand with silt [SP-SM]
placed in maximum 10 inch loose lifts, with each iift compacted to at least 95 percent of
Modified Proctor maximum dry density (ASTM 0 1557). A clean sand contains less than 5
percent soil fines passing the No. 200 sieve (ASTM 0 1140, Amount of Material in Soils
Finer Than the No. 200 (75 - ,um)). A fine sand with silt [SP-SM] has between 5 and 12
percent fines. These soils currently exist within the top 4 to 7 feet at the site. The clay [CH]
and clayey sands [SC] found beneath the clean sands are deemed unsuitable for this
purpose. Depending on rainfall amounts and other factors, moisture control may be
necessary to aid compactive efforts for approved fill soils.
If vibratory compaction equipment is used, we recommend using vibratory rollers or plates
weighing less than 1 ton within 20 feet of existing structures (including newly constructed
foundations, such as piles and pile caps), less than 2 tons between 20 to 40 feet and up to 6
tons beyond 40 feet. THE USE OF HEAVIER VIBRATORY EQUIPMENT MAY CAUSE
DAMAGE TO NEWLY CONSTRUCTED PILE CAPS OR EXISTING NEARBY STRUCTURES.
7 W
Proposed Residence Inn Hotel Complex UES Project No. 33966-001-02
Cape Canaveral, Brevard County, Florida Subsurface Exploration
14.0 SEWER AND UTILITY LINES
14.1 GENERAL RECOMMENDATIONS
We assume that proposed sewer and other utility lines at the site may have invert elevations
roughly 2 to 4 feet below existing grades. In general, the soils at this invert level are fine sands
[SP] with shell and possible fine sands with silt [SP-SM]. Based on the results of the soil borings
and our general knowledge of the area, we believe there may be occasional soft clay or
deleterious pockets at this invert level. If encountered, such soft/deleterious lavers should be
over excavated and replaced with compacted sand rSPl and/or open qraded (FOOT #57 or #67)
for a minimum depth of 8 inches.
14.2 SITE PREPARATION PROCEDURES
The following is our recommended procedures to prepare the site soils for construction of the
1. Install a dewatering system capable of maintaining a groundwater level at least 2 feet below
bottom of pipe level.
2. Excavate and install the proposed utility lines. Any deleterious or soft clay soils encountered
at pipe bedding level should be examined by representatives of Universal for possible
removal and replacement with select backfill as previously discussed. All replacement soils
should be compacted to at least 98 percent of the Modified Proctor test maximum dry
. density (ASTM 01557) with small vibratory plates or rollers.
3. Backfill to grade with clean fine sand [SP] or sand with silt [SP-SM] backfill placed in 12 inch
loose lifts with each lift compacted, with vibratory rollers or plates weighing less than 4 tons,
to at least 98 percent of the Modified Proctor test maximum dry density (ASTM 0 1557). The
clay [CH] or clayey fine sands [SC] found below a depth of 4 feet bls are not suitable for use
as backfill on this site.
Backfill above and around thrust blocks should consist of clean fine sands [SP] compacted at
least 98 percent of Modified Proctor test maximum dry density (ASTM 01557). For a design
criteria, we recommend using an allowable passive earth pressure coefficient of Kp=3.0.
15.0 DEW A TERING
Based on the water level conditions encountered, control of the groundwater will probably be
required to achieve the necessary excavation, construction, backfilling and compaction
requirements presented in the preceding sections. Regardless of the method( s) used, we
suggest drawing down the water level at least 2 to 3 feet below the bottom of the excavations to
preclude "pumping" and/or compaction-related problems with the foundation and/or subgrade
soils. The actual method(s) of dewatering should be determined by the contractor.
Dewatering should be accomplished with the knowledge that the permeability of soils decreases
with increasing silt [M] and/or clay [C] content. Therefore, a silty fine sand [SM] is less
permeable than a fine sand [SP]. The fine sand, fine sand with silt and silty fine sand [SP, SP-
SM and SM] soil types can usually be dewatered by well pointing.
8 83
Proposed Residence Inn Hotel Complex UES Project No. 33966-001-02
Cape Canaveral, Brevard County, Florida Subsurface Exploration
It should be noted that the typical wet season groundwater levels previously listed may be
temporarily exceeded during any given year in the future. Should impediments to surface water
drainage exist on the site, or should rainfall intensity and duration, or total rainfall quantities
exceed the normally anticipated rainfall quantities, groundwater levels may exceed our seasonal
high estimates. We recommend positive drainage be established and maintained on the site
during construction. We further recommend permanent measures be constructed to maintain
P' ositive drainage from the site throughout the life of the project. We recommend that the
c()ntract documents provide for determining the depth to the groundwater table just prior to
c()nstruction, and for any required remedial dewatering.
1 6.0 EXCA V A liONS
Excavations should be sloped as necessary to prevent slope failure and to allow backfilling. As
a minimum, temporary excavations below 4-foot depth should be sloped in accordance with
OSHA regulations (29 CFR Par 1926) dated October 31, 1989. Where lateral confinement will
11 ()t pe;rmit. slORe~~ tQ pe laiel pac:k, the; e:xcaygtiOD shOUlel PEl shore:el iOgc:c;orel.cmC:El with OSHA
requirements. During excavation, excavated material should not be stockpiled at the top of the
s lope within a horizontal distance equal to the excavation depth. Provisions for maintaining
workman safety within excavations is the sole responsibility of the contractor.
1 7.0 SPECIAL CONSIDERATIONS
Vibrations produced during vibratory compaction operations at the site may be significantly
noticeable within 100 feet and may cause settlement distress of adjacent structures if not
properly regulated. Therefore, provisions should be made to monitor these vibrations by
Universal so that any necessary modifications in the compaction operations can be made in the
field before potential damages occur. In addition, the conditions of the existing adjacent
structures should be ascertained and documented prior to vibratory operations. Slight cosmetic
damage (e.g. hairJine cracks in stucco, plaster, or masonry) may occur in conjunction with
compaction operations.
18.0 CLOSURE
The soil and groundwater conditions encountered during our subsurface exploration of the
property and the results of the laboratory analysis identified no problems that will significantly
hinder development of the proposed project, as we currently understand it, using conventional
construction practices. Standard methods of pile installations, surficial stripping, excavation,
proof rolling, compaction and backfilling should adequately prepare the site.
The geotechnical engineering design does not end with the advertisement of the construction
documents. The design is an on-going process throughout construction. Because of our
familiarity with the site conditions and the intent of the engineering design, we are most qualified
to address site problems or construction changes, which may arise during construction, in a
timely and cost-effective manner.
We recommend the owner retain the Universal Rockledge office to provide inspection services
during the site preparation procedures for confirmation of the adequacy of the earthwork
operations. Field tests and observations include observation of piling installations, verification of
foundation subgrades by monitoring proof-rolling operations and performing quality assurance
tests of the placement of compacted structural fill and pavement courses.
9 83
~..
~~
~..
~~
~
,
LEGEND ,
"
~ ST ANDARD PENETRATION TEST BORING "V
NOTES
1 ] RECENT BORiNGS WERE PERFORMED ON SEPTEMBER 14TH & OCTOBER 5TH, 2004.
2] EXPLORATION LOCATION PLAN IS BASED ON DRAWiNG PROVIDED BY POWELL.
3] GROUNDWATER LEVEL MEASUREMENTS WERE TAKEN ON DATE OF DRILLING.
....... RESIDENCE INN HOTEL COMPLEX
STATE ROAD A-1-A
I::!::I CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
EXPLORA TION LOCATION PLAN
UNIVERSAL DRAWN BY: G. W. V. DAlE: CHECKED BY: A.S.W. DAlE:
ENGINEERING SCIENCES 11 OCT 04 11 OCT 04
SCALE: 1" = 150' ORDER NO: 33966-001-02 REPORT NO: PAGE NO: FIGURE 1
0
Sand or Gravel [SP,SW,GP,GWj m UNIVERSAL
5
Sand or Gravel with Silt
or Clay [SP-SM,SP-SC] ENGINEERING
12
SCIENCES, INC.
l1.J Sil~ or ClaSN[ Sand
> or ravel [ ,SC,GM,GC]
l1.J
ii3 60
<=>
<=> 50
~
0 ><
z 50 w 40
Cl
Cl ~
Z San~ or Graveli~ Silt or CI~ i:
ii3 30
en [ML, L-ML,CL,M ,CH,OL,O ] U
<( ~
U'l
CL. 70 <( 20
.~ -'
0.
Silt or Cla( with Sand or Gravel 10
[Ml,CL-M ,CL,MH,CH,OL,OHl
0
85 0 10 20 30 40 50 60 70 80 90 100
Slit or Cia-- LIQUID LIMIT
100 J [Ml,C l.Ml,CL,MH,CH,OL,OHI PLASTICITY CHART I
GROUP NAME AND SYMBOL
COARSE GRAINED SOilS FINE GRAINED SOilS HIGHL Y ORGANIC SOILS
I':':::': .~ WELL.GRADED ~ WELL-GRADED rTlll INORGANIC SILTS ORGANIC SILTS/CLAYS
SLIGHT PLASTICITY
. '. . . '.' . SANDS [SW] , GRAVELS[GW] '1..111 LOW PLASTICITY [DLJ"
1"-:"-:'] 1.- I I I I i 1 llTJ.....J I
~ Fe r)-:J POORLY-GRADED - ~
............ INORGANIC SILTY CLAY ORGANIC SILTS/CLAYS
(~/\:;t~:::1 POORL Y.GRADED LOY': PLASTICITY MEDIUM TO HlGH
::..~~.~.; ~:::"~:~.~'~: SANDS [SP] Pc;..:D "~ GRAVELS [GP] - [CL.ML) ~.~~ PLASTICITY [OH)"
l'PIII ,COR"-GR,"," ~ "'''''''~R''," - INORGANIC CLAYS G PEAT, HUMUS, SWAMP SOILS
,:@; :~:. { ;~ ~S~~~~tITH SILT o GRAVELS WITH SILT LOW TO MEDIUM i; \\il ' WITH HIGH ORGANIC
~ [GP-GM] PLASTICITY [CL] CONTENTS [PTj"
. '''''''''-GR'''" ~ POORLY.GRADED [[IIJ] INORGANIC SILTS HIGH
:::.@i .:.:'..::::~A:'~~) WITH CLA Y m GRAVELS WITH CLAY PLASTICITY [MH)
o [GP-GCJ
!ri~ .m "'" ~ "eN "R"'" ~ INORGANIC CLAYS HIGH
::. :<.::: ISM) o D [GM) PLASTICITY [CH]
~ ''-Am"',, ~ ""mOR''''''
. . ....: [SC] [GCJ
~ "m ''-Am ",,,, RELATIVE DENSITY CONSISTENCY
. . __:.: [SC-SM] (SAND AND GRAVEl) (SILT AND CLAY)
VERY LOOSE - 0 to 4 Blows/ft. VERY SOFT - 0 to 2 Blows/ft.
LOOSE - 5 to 10 Blowslft. SOFT. 3 t04 BlowsIft.
MEOIUM DENSE -11 to 30 Blows/ft. FIRM - 5 to 8 Blows/ft.
DENSE - 31 to 50 Blows/ft. STIFF - 9 to 16 BlowsIft.
, IN ACCORDANCE WITH ASTM 0 2487 . UNIFIED SOIL VERY DENSE - more than 50 Blows/ft. VERY STIFF - 17 to 30 Blowslft.
CLASSIFICATION SYSTEM. HARD - more than 30 Blowslft.
.. LOCALLY MAY BE KNOWN AS MUCK.
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOil CLASSIFICATIONS APPENDIX A.1
~ UNIVERSAL ENGINEERING sel PROJECT NO.. 33966-001-01
BORING REPORT NO.
APPENDIX: A
ROJECT: PROPOSED DOBSON HOTEL COMPLEX BORING DESIGNATION: 81 SHEET 1 of 1
STATE ROAD A-1-A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
L1ENT A-1-A ACQ GROUP, INC, G.S. ELEVATION (ft): DATE STARTED: 4/22/04
OCATION: SEE EXPLORATION LOCATION PLAN WATER TABLE (ft) 3.8 DATE FINISHED: 4/22/04
EMARKS: DATE OF READING: 4/23/2004 DRILLED BY BH/JP
EST. W.SWT (ft) 1,3 TYPE OF SAMPLING: ASTM D 1586
w BLOWS ...J :;: K ORG.
i= --:- ...J 0 ...J <(
<l. ,..: W ...J ct DESCRIPTION -200 MC
<l. .... ::;: PER 6" ~ ::;: W t:) (INJ CONT.
w u. s: <( (%) (%j
Cl - <( INCREMENT >- HR,) (%j
en en 0
0 fine SAND. brown to gray. with broken shell, moist. [SP]
~ I u .
."2..
-
41 18.0
I I I I I I I
..Y_
'm'
^ fine SAND with silt. gray. very loose. wet. [SP-SM]
5- o ... . , 0
.- 1.P.P P
-A sandy CLAY. grey, very loose, wet, [CH] I
!x p.p.p I P I I I I I I I
I
...m p.p.p p
fine SAND with silt. gray. trace of broken shell. very loose. wet. I
-~ I [SP.SM] I I I
V ,J P.P.2 I 2 I I I
10- . .
.'
. .
:-r
-
fine SAND. grey. with broken shell. very loose, wet. [SP]
-
-IX
1 5 - i---- 1-1-1 2
0 . .. 0 . . .. , .. 0 0 0 , , 0 0 , ..
BORING TERMINATED AT 15'
P - DENOTES PENETRATION WITH ONLY THE WEIGHT OF
THE DRIVE HAMMER.
t;Q UNIVERSAL ENGIN ENCES PROJECT NO. 33966-001-01
BORING LOG REPORT NO..
APPENDIX: A
ROJECT PROPOSED DOBSON HOTEL COMPLEX BORING DESIGNATION SHEET 1 of 1
STATE ROAD A-i-A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
LlENT A-i-A ACQ GROUP. INC. G.S. ELEVATION (ft) DATE STARTED: 4/22/04
OCATION: SEE EXPLORATION LOCATION PLAN WATER TABLE (ft): 5.8 DATE FINISHED: 4/22/04
EMARKS: DATE OF READING 4/23/2004 DRILLED BY: BH/JP
EST. W.SW.T. (ft) 3.3 TYPE OF SAMPLING ASTM 0 1586
1= - ~ BLOWS . c5 -' ~ K ORG.
fu ti: ~ PER 6" ~ ~ ill ffi DESCRIPTION ':00 ~C (IN! CONT.
o - ;;; INCREMENT 11; $: ~ (Yo) (1.) HR.) (%)
o fine SAND, brown. with broken shell. moist, [SP]
-
-
fine SAND with silt. gray, with clayey sand pockets, moist.
I I I I I [SP.SM] I I I I
-
5L
- .-
V sandy CLAY, grey. very loose. moist, [CH]
st . ,. .
...... p.p.p P
I ..wet
j "'~
~-~ p.p.p I P I I I I I I I
^~ I
P.P.1 1
- 9 fine SAND. grey, with broken shell, loose, wet, [SP]
- YI I I I
II \1 ~ . " I I I
10 _ ".j.o ~ . . .... . . .
-
~
:...; .
15--- .4:19'_1l. ,21..._.... ..... ..medium dense ....... ..... ... .
BORING TERMINATED AT 15'
p. DENOTES PENETRATION WITH ONLY THE WEIGHT OF
- THE DRIVE HAMMER.
Ea UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 3396&-001-01
BORING REPORT NO..
APPENDIX: A
'ROJECT: PROPOSED DOBSON HOTEL COMPLEX BORING DESIGNATION: SHEET: 1 of 1
STATE ROADA-1-A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
;L1ENT: A.1.A ACQ GROUP, INC. G.S. ELEVATION (It): DATE STARTED: 4/22104
OCA TION: SEE EXPLORATION LOCATION PLAN WATER TABLE (It) 3.3 DATE FINISHED: 4/22104
(EMARKS: DATE OF READING 4/23/2004 DRILLED BY: BH/JP
EST W.SWT. (It) 0.8 TYPE OF SAMPLING: ASTM D 1586
w BLOWS w ..J ::;; K ORG.
tt: ..J ::J 0 ...J <t
n. PER 6" ...J ,.: CO ...J a: DESCRIPTION -200 MC (INJ CaNT.
:=;; <( ~ ::;; w 0
W LL '" ::: <t ('!o) ('!o)
0- <t INCREMENT Z >- HR.) ("!o)
UJ UJ 0
0 fine SAND, brown, with broken shell, medium dense. moist,
.:....
..\1.. ::, [SP]
'- i.'
X
2-5-7 12
r"1 I I I I I I I
X ..Y... --wet
- 5-5-4 9 --loose
fine SAND with silt. gray. very loose. wet [SP-SM]
Af :
5- .. - - . .. -
.......... 1-P-P P :
n sandy CLAY. grey, very loose, wet, [CH] I
PoPUp I P I I I I I I I
-IX
\ P-P-P P
......
X I ~. fine SAND with silt, gray, with broken shell, very loose, wet, I I
I : [SP-SM] I I I
P..l..1 2
10- -- . .. .. ..
BORING TERMINATED AT 10'
P DENOTES PENETRATION WITH ONLY THE WEIGHT OF
- THE DRIVE HAMMER.
-
15- - - - - -. - - - .. _._--- - ... ... .- - -- - - I........ .. .. .. ..
-
~ UNIVERSAL ENGINEERING SCIENCES PROJECT NO.:
BORING REPORT NO.
APPENDIX: A
ROJECT: PROPOSED DOBSON HOTEL COMPLEX BORING DESIGNATION: B4 SHEET: 1 of 1
STATE ROAD A-1-A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
LI ENT: A-l-A ACQ GROUP, INC. G.S. ELEVATION (It): DATE STARTED 4/22/04
DCA TION SEE EXPLORATION LOCATION PLAN WATER TABLE (It): 3.5 DATE FINISHED 4/22/04
EMARKS DATE OF READING: 4123/2004 DRILLED BY: BH/JP
EST. WSW.T. (It) 1.0 TYPE OF SAMPLING ASTM D 1586
UJ BLOWS w -' :;; K ORG.
~ ..., -' ::::J 0 -' <(
!l. -' '" [ll -' 0:: DESCRIPTION -200 MC
!l. >- :;; PER6" <( ~ :;; w l'J (IN] CONT.
UJ LL <( > >- s: <( (%) (%)
0- III mNCREMENT Z (/) i5 HR.) (%j
0 fine SAND, brown to gray, with broken shell & occasional clayey
sand (SC) pockets, medium dense, moist, [SP]
J2..
7.7.9 16 4.4 11.3
I I I I I I I
.1 --wet
9.11.13 24
fine SAND with silt, gray, very loose, wet, [SP-SM]
5
4.4.P 4
clayey fine SAND. grey, very loose, wet, [SC]
p.p.p I I I I I
p..p.p p I
fine SAND with clay, gray. with broken shell, very loose. wet, I
[Sp.SC] I I I I
V~ P.P.3 I 3 I I I I I
10
BORING TERMINATED AT 10'
p. DENOTES PENETRATION WITH ONLY THE WEIGHT OF
THE DRIVE HAMMER.
15 ---~--- -. _. ~
t;Qi. · UNIVERSAL ENGINEERING SCIENCES . PROJECT NO.: 33966-001-02 .
I BORING lOG REPORT NO.:
APPENDIX: A
~OJECT: RESIDENCE INN HOTEL COMPLEX BORING DESIGNATION: 85 SHEET: 2 of 2
STATE ROAD A-1-A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
:I: _ ~ BLOWS ~ , <5 ..J ~ K ORG.
h: f-' 11. PER 6" <t I-: m irl 0:: DESCRIPTION -200 MC (INJ CONT
w LL ::;: > s: ::;: ". Cl ('A) ('A) .
c - ~ INCREMENT Z ~". ~ 0 , HR.) (%)
I Il.f sandy CLAY, grey, trace of broken shell ,..(Continued)
~:, . . clayey fine SAND, grey, with broken shell, medium dense, [SC]
X 11-10-10 20 fl'
55 - - - - - - - - - - ~" - - - - - -- - - - - - - - - - - - - - - - -
:;?" ..;'.
fl,l' ':'
v" P.
['y".
1::". .
,'.
v'
X v
1-2-2 4 V:'." --very loose
60- ------- ---v.-, - - ---- ----- ----- -----
v'
v
[1:'. ,
/0:.
y/:
;..:'1
X 6-3-4 7 ' :: . --loose
65- ------- ---il' - - ---------- ----- -----
/7-
<.~
'.;i'
X '%'.
1-1-1 2 J:'" . --very loose
70 -= - -- - - '1' - - -1- - - ~~.~~. - -- -1- -1- . - - -1- - - -1- - - - -1- - - - -I
= ~~,
75- x: _. ,s-l-i'_ _ . 1.3__ __ % ::' ___ _ __--medium dense _ _ _ _ _ _ _ _ _ __ __ _ _ _ _ __
- ~'
- ~?'
- ~.
o I
80_X __]-]-1__L___~">____ --very loose _ ..u______,__ ___ _____
."... ~,-- ...A"~ '... - ---.'o-~'ce-~.en.ea' --"d "ac" 'aye--
:...:.:.z. .. ~lIlY lint: .;:).M.l~LJJ YldYt UG(;a~1 nol III H ~ail \' KJ I I~.
::y; ~ medium dense, [SM]
::..~::~ :
21-14-6 20 :"';';"
85 - - . - . - - - -- - - :'}: ~ - - - - - -- - - - - - - - - - - - - - - - - - - - - -
':':~~.~
::~': '"
= ;~K] :
X 20-12-10 22 ::}: ~
90 -= - -- - - - - - -- ;:;'{ ,-- -- - - - -- -- - u - - - -- - -- -- --
- ':',~:::
........: ..
- :)!: ..
- X ",":
5-8-1 2 20 ::,;";,,
95 - - - - - .. - - - - - ,:,if.: , - -- - - -- - -- - - -- - - - - - - - - -- - - -
= ';~ '
00- ~ _.1:1.9-.11.. 21 --2 '____ _______u _____ _____
BORING TERMINATED AT 100'
~..... UNIVERSAL ENGINEERING SCIENCES PROJECT NO. 33''''()(11~2
. BORING LOG REPORT NO.:
APPENDIX: A
'<OJECT: RESIDENCE INN HOTEL COMPLEX BORING DESIGNATION: B6 SHEET: 1 of 1
STATE ROAD A-1-A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
UENT: A-i-A ACO GROUP, INC. G.S. ELEVATION (It): DATE STARTED: 10/5/04
)CA TION: SEE EXPLORATION LOCATION PLAN WATER TABLE (It): 1.1 DATE FINISHED: 10/5/04
EMARKS: DATE OF READING: 10/5/04 DRILLED BY: DG, CM
EST. W.S.W.T. (It): 1.1 TYPE OF SAMPLING: ASTM D 1586
wSw ..J :;:
i: _..J BLOW ::J . 0 ..J <( K ORG.
fu ~ ~ PER 6" ~ ~ ~ ~ ffi DESCRIPTION -~~ ~~ (INJ CaNT.
e ;7j INCREMENT Z ~ ~ . . HR.) (%)
o J '..I.- :)~;r~:} fine SAND, brown to gray,.trace of broken shell occasional
X .:~'.~.=:::"'!' clayey sand pockets, medium dense, [SP] 5.9 21.6
- 5-6-8 14 JNt~
_ ~ 6-6-4 1 0 :...~:~.;~:...:. -.Ioose
5 _)( - _ 111 - - -:1 _ _ _ _ T~' _ _ _ _ }ine SAND with clay, gray, with broken shell, very loose, _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
. - ;.:;.:~. [SP-SC]
)( p.p-p P ::\:.~;,::.
= )( p_p_p p : "~ : clayey fine SAND, grey, trace of broken shell, very loose, [SC]
- )( fine SAND, grey, with broken shell & trace of clay, loose, [SP]
10- - - ll-~ _ _ 8 - - - - - - - - - - - - - - - - -- - - 1- - - - - - - - - -
-
-
-
- X 6-13-14 27 --medium dense
15 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
-
-
X 10-13-16 29
'OllhU1 I U . ..1111
25 -= ~ _ _ _ ;'-2-J __ 3 __ _ ~~ _ _ _ . clayey fine SAND, grey, with broken shell, very loose, [SC] _ _ _ _ _ _ _ _ _ 1_ _ _ _ _ _ _ _
_ BORING TERMINATED AT 25' l
30ium .... u m . ....uuLum
35 - - - - - - - - - - - - - -- -- - - - - -- - - - - - - - - - .- -- - - - - - - - - - -
-
-
40 - - - - - - - - - - - - -. - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - -
-
-
45 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
50 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
;Q , UNIVERSAL ENGINEER.ING SCIENCES ! PROJECT NO.: 33966-001-02 !
BORING LOG REPORT NO.:
APPENDIX: A
!OJECT: RESIDENCE INN HOTEL COMPLEX BORING DESIGNATION: B1 SHEET: 1 of 1
STATE ROAD A-1-A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
lENT: A-1-A ACQ GROUP, INC. G.S. ELEVATION (ft): DATE STARTED: 10/5/04
lCATION: SEE EXPLORATION LOCATION PLAN WATER TABLE (ft): 0.9 DATE FINISHED: 10/5/04
:MARKS: DATE OF READING: 10/5/04 DRILLED BY: DG, CM
EST. W.S.W.T. (ft): 0.9 TYPE OF SAMPLING: ASTM D 1586
I _ ~ BLOWS g; . <5 ..J ~ 200 MC K ORG.
fu:;: ~ PER 6" ;;i i ~ ;;j ffi DESCRIPTION '('!o) ('!o) (INJ CONT.
o - ~ INCREMENT ~ ~ ~ ~ HR.) ('!o)
o I ..1 ~\)~.;: fine SAND, brown to gray, with broken shell, medium dense,
- X :~!{::.;;i:): [SP] .
- 4-6-5 11 ,:,,:".' .".
- -X ;.~::}X:.(
4-3-4 7 '.':.:.':,.....'. --loose
5 -= ~ ::_: n: - ~;~i u_"" loo'e . u n n u -.. n .
X- ~0"'" clayey fine SAND, grey, with broken shell, very loose, [SC] 47.5 42.5
D_D_D D //. . .
- .'. , ;,:.!;!.
X 3-4-6 10 : . ~. --loose
10- - - - - .. .. - . y: .. - -.. - .. - - .. - - - .. - - - -. .. -.. .. - - - -.
?'. .~.
.j/.'
.? .:
fine SAND, grey, with broken shell, dense, [SP]
X 11-18-15 33
15- .-.----.- --- ---- - - -------.-- --.--.- ---.-
X 10-8-6 14 --medium dense
2011uI In u1 IUln III
25 ~ ~ _ _ _ ~~1-.1 _ ... 2 _ _ _ ...~ _ _ _ . clayey fine SAND, grey, with broken shell, very loose, [SC] _ _ _ _ _1__ __ _ I. ____ __ __ _
= BORING TERMINATED AT 25' I 11
30 - -- - -- -. - --- -- -- -- -- -- - - . --1-- . ... -- -- -f-- - . -
35 - - - - - -. - - - u .. _ . .. _ _ ._ _ _. _ - - - - - - .. .. u - - -- .. - - .. - - -
-
-
-
40 - - .. - - - - - - - - .- - - - - - - - -.. - - - - - - - - - - - - - . - - - - - - - .. - -
-
-
-
45 - . - - . - - - - .. .. - - - - - - - - - - - - - . . - - - - - .. - . - - - - -.. - - ..
50 - . - .. -. - - - - - - - - - - -. -- - .. .. - .. - -.. - .. .. .. . - .. - ..... - .. - . . ..
;Q UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 33966-001-02
REPORT NO.:
BORING LOG
APPENDIX: A
:OJECT: RESIDENCE INN HOTEL COMPLEX BORING DESIGNATION: B8 SHEET: 1of2
STATE ROAD A-1-A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
lENT: A-1-A ACQ GROUP, INC. G.S. ELEVATION (ft): DATE STARTED: 10/5/04
GA TION: SEE EXPLORATION LOCATION PLAN WATER TABLE (ft): 1.1 DATE FINISHED: 10/5/04
MARKS: DATE OF READING: 10/5/04 DRILLED BY: DG,CM
EST. W.S.W.T. (ft): 1.1 TYPE OF SAMPLING: ASTM D 1586
W BLOWS W ..J :;; K ORG.
t;:? ..J ::> 0 j ~
Q. PERS" ..J ..= III DESCRIPTION -200 MC (INJ CO NT.
LlJ"- :;; <( s: :;; wl!)
D- <( INCREMENT > )0- s: <( (%) (%)
Vl Z Vl C HR.) (%)
0 ~ ~lJ~~~ fine SAND, brown, with broken shell & roots, occasional clayey
sand pockets, loose, [SP]
4-3-4 7
4-3-2 5 :!0(:~ fine SAND with silt, gray, trace of broken shell, loose, [SP-SM]
5 ............... ---very loose
- - p-p.-p- - _:_u_ ;:,t1.iHuU - ---------- ----- -----
p-p-p
I '. " clayey fine SAND, grey, with broken shell, very loose, [SC] I
P-P-2 2
10 _ _ :?-H U 13 - - - - - - .fine SAND, grey, medium dense, [SP] - ---------- ----- -----
15 _ _~-~-R_ 20 - - - - - --_._- -----
------ - ----------
20 - - :?-:?? - . 7 --loose
------ ---- .- ---------- - - - - -----
I I I I I I I I
clayey fine SAND, grey, very loose, [SC]
25 _ 1-:?-] _ _ --.---"----- _ u _ __ _ -----
30 - - ;;-?-j - - --loose
- - - - .. - - - - - - - -- - -----
.. .
'. .
sandy CLAY, grey, trace of broken shell, very soft, [CH]
35 1-1-1 2 - - --
------- ------ - ---------- ----- -----
lO 1-P-1
------- - ------- - - ----- - - - -
~5 - - - j ~~~ - - 4 --soft
- ---------- ----- -----
clayey fine SAND, grey, with broken shell, very loose, [SC]
;0 u1-1-]_ _ _L - ---------- ----- - - - -
;g ! ! ,
UNIVERSAL ENGINE RING SCIENCES PROJECT NO.: 33966-001-02
BORING LOG REPORT NO.:
APPENDIX: A
OJECT: RESiDENCE INN HOTEL COMPLEX BORING DESIGNATION: 89 SHEET: 10f2
STATE ROAD A-1-A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORiDA
lENT: A-1-A ACO GROUP, INC. G.S. ELEVATION (ft): DATE STARTED: 9/14/04
CATION: SEE EXPLORATION LOCATION PLAN WATER TABLE (ft): 1.1 DATE FINISHED: 9/14/04
MARKS: DATE OF READING: 9/14/04 DRILLED BY: PM, JP, JS
EST. W.S.W.T. (ft): 1.1 TYPE OF SAMPLING: ASTM D 1586
w BLOWS w ..J ::;; K ORG.
:c _ ..J ::> 0 j~
i: ~ 11. PER 6" ..J r: III DESCRIPTION -200 MC (INJ CONT.
::;; <1: ~ ::;; w Cl
" u. > 5: <1: ("!o) ("!o)
:::> - <1: INCREMENT Z >- HR.) ("!o)
In f/J is
0 ~IJ fine SAND, brown to gray, trace of broken shell, medium dense,
[SP]
5-6-7 13
5-4.4 8 --loose
5 - - 1-1.f'- - -t- - - - -- sandy CLAY, grey, with broken shell, very soft, [CH] - - - ------- -.---- -----
P-P-P P
P-1-1 2 I ~:.;~~;:~':.:.; fine SAND, grey, with broken shell, ioose, [SP] I
10 5-7-7 14 .~~::,;:!:.:.~ --medium dense - - - - ------ ----- -----
2.7
15 -------- ----- - -- -
20 _ J~-~O:2?_ _4?_ _ __ :::i)~~.~L _ _ _I_--dense - --~._-- - - - ----- -----
j I I I ;:.;((~:} clayey fine SAND, grey, with broken shell, very loose, [SC] I I I I
25 3-2-2
-.-.----- - . - - - - .- - .- - - - - - -----
30 8-6-5 11 --medium dense -- -- -I.. - ..
- - - - .. - --".---- - --.---.-----
sandy CLAY, grey, very soft, [CH]
35 p.p-p P
------- ------ - - - - -- - -- - - ~- - - - - - - -- - -----
10 P-P-P P
------- ------ - - - - - ----------- -----, - - - --
l5 1-1-1 2
-------- ------ - ----- - - - - ----- -----
iO P-1-1 2 -----
------ - ---------- -----
~ UNIVERSAL ENGINEERING SCIENCES PROJECT N~.: 33966-001-02
BORING lOG REPORT NO..
APPENDIX: A
ROJECT: RESIDENCE INN HOTEL COMPLEX BORING DESIGNATION: B8 SHEET: 2 of 2
STATE ROAD A-1-A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
J: _ ~ BLOWS ~ . 5 oJ ~ K ORG.
fu ~ ~ PER 6" <t ~ ~ ~ ffi DESCRIPTION -~~~ ~A~ (IN.! CaNT.
o ;;!i INCREMENT ~ ;;; ~ 0 0 HR.) ('!o)
I ~~. clayey fine SAND, grey, with broken shell ...(Continued)
fi4' :;.
= :::.~:~~i silty fine SAND, gray, with broken shell & occasional cemented
>< 3-5.4 9 ...g.: ., \ sand (rock) layers, loose, [8M]
55 -= U - h -- - h i:'f; - - - - - - h _ _ h _ _ _ _ _ _ h h h _
= ~:t; ;;::
- ::.~.:;.... I
2-2-2 4 ""'. --very loose
60- -----.. "':"X~::., . - --------- ----- ----
. i}~;d
= :::<i::::
>\ 9.17-23 40 :'.:':::;:': --dense
65-= ------ -h:JL;: . - __hh ___h._h h_n
- ';'r:;':::
.,:::....
':',::::::.:::
X 2.1.2 3 ::t ,,:::' --very loose
701 mu I I i~lij II m,u IU1 U_U1
75_1,>< _.19:4:3.. Z. -':'\LI"'- _ .--Ioose _ ---.--- .- ----- -----
- ':':".
:" ....
-
- >\ '. '"
80 _ _ _ ?c-2-]. _ _ 4 ;,;;;;; ;~. --very loose _ _ _ _ _ _ .. _ _ _ _ _ _. _ _ _ _
- BORING TERMINATED AT 80'
.
85 - . . - - . - - - ... - . - .. - - .. - - - - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
-
-
-
30 - - - - - - - - - - - - - - - - - -. - _ _ _ _ _ _ .. _ . _ _ _ _ _ _ _. _ _ _
-
-
-
35 - - - - - - - - ... . - - - - - .. - - - . _ _ _ _ _ _ _ _ _ .. _ . _ _ _ _ _ _ _ _ _ _
.
)0- ----.-- ------ ---.---. . _ __________ _____ _____-
-
-
;g.... UNIVERSAL ENGINEERING SCIENCES PROJECT NO. 33966-001-02
. BORING LOG REPORT NO.:
APPENDIX: A
10JECT: RESIDENCE INN HOTEL COMPLEX BORING DESIGNATION: 89 SHEET: 2 of 2
STATE ROAD A-1-A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
:t _ ~ BLOWS ~ . 5 ..J ~ K ORG.
It t ~ PER 6" ;i, ~ ~ uJ ~ DESCRIPTION -:00 ~c (INJ CaNT.
o - ;;!j Ir-lCREMENT ~ ~ 3: ~ (V,) ( V,) HR.) (%)
- J ,~ sandy CLAY, grey ...(Continued)
;I,
- ~. . clayey fine SAND, grey, with broken shell & occasional
- X 6-7.5 12 ,:.--:(. . cemented sand (rock) layers, medium dense, [SC]
55 - - - - - - - - - - 0 - - - - -- - - - - - - - - - - - - - - - - - - - - -
- : :.)j:
- .;/~
- :.7;:.
- I .~.:.
)< 3-3--3 6 . -2:}... --loose
60- -------- --- .:;:<:---- -- - ------------ ----- -----
5';: .
~'"
"'X.:
: -;.(/'.
5--5--20 25 . .:.- . _',' . --medium dense
65 - - - - - - - - - -- -- - - - ') 0: - - - - -- - - - -- - -- -- -- - - - - - - - -- - - - - -
k;( .
. .,').
vZ;" ....:
V~
~
70 _ X _ ~--~-.1 _ __ _ ~ _ _ __ _ ~;:,:' __ _ _ __--very loose _ _ __ _ _ _ _ _ _ _ _ __ _ _ __ __ __ _ _ _ _ _
: I I ~ I I I I I I
75->< ___1~-J~-~__ __2J__ __~).____ __--medium dense _____________________ _____
- V/h'
- 8/0
- ~W
'///
>< V~ j
80 - - - ~-}--3 _ __ Z _ __ __ _ ~~ __ _ _ _ __ --loose _ _ __ _ __ _ _ _ _ __ __ _ _ __ _ _ _
9~
I : '. :1... silty fine SAND, gray, with broken shell & occasional cemented
X 4-5-6 11 ; sand (rock) layers, medium dense, [SM]
85- ---------- --------- - -------------------- -----
-
-- X 11--13-14 27
90 - - - - - - - - - - - -- - - - - -- - - -- -- - - - - - - - -- - - - - - - - - -
X 8-9--11 20
95 - -- - - - - - - - - - - - - -- -- - - - - - - - - -- - - - - - -- -- - - - - -
X 7-10-12 22
JO - - - - - - - - - - - - -- - - - -- - - - - - - - - - - - - - - - - - - -
BORING TERMINATED AT 100'
Geotech
line ~~n~wing in~~rmafi~n is IE~~ilell~ Inel~ l~t..I manage l~t..IE ris~s. ~ '
~ ~
3eotechnical Services Are Performed for Specific Subsurface Conditions Can Change
)urposes, Persons, and Projects. A geotechnical engineering report is based on conditions that existed at
;eotechnical engineers structure their services to meet the specific the time the study was performed Do not rely on a geotechnical
leeds of their clients. A geotechnical engineering study conducted for a engineering report whose adequacy may have been affected by the
ivil engineer may not fulfill the needs of a construction contractor or passage of time; by man-made events. such as construction on or
len another civil engineer Because each geotechnical engineering adjacent to the site: or by natural events such as flood, earthquakes, or
tudy is unique, each geotechnical engineering report is uniquely groundwater fluctuations. Always contact the geotechnical engineer
irepared for the client No one except you should rely on your before applying the report. to determine If it IS still reliable A minor
ieotechnical engineenng report Without first confiding Wllh the amount of additional testing or analYSIS could prevenlrnaJor problems
'80technical engineer who prepared II And no one - not even you - Most Geotechnical Findings are Professional
flould apply the report for any purpose or project except the one
'flginally contemplated. Opinions
~ Geotechnical Engineering Report is Based on A Site exploration identified subsurface conditions only at those points
where subsurface tests are conducted or samples are taken
Jnique Set of Project Specific Factors. Geotechnical engineers review field and laboratory data and then apply
;eotechnical engineers consider a number of unique project specific their professional judgment to render an opinion about subsurface
3ctors when establishing the scope of study Typical factors include conditions throughout the site. Actual subsurface conditlcns may differ
Ie clients goals, objectives and risk management preferences; the sometimes Significantly from those indicated in your report.
eneral nature of the structure involved. its Size, and configuration; the Retaining the geotechnical engineer who developed your report to
.cation of the structure on the site; and other planned or existing site prOVide construction observation is the most effective method of
such as access parking lots. and undelgrClund the risks assOCiated 'N!th unantiCipated cond,liol's
tiiltles Un less the geotechnical engineer who conduced the study
indicates ctherwlse. do not reply on a geotechnical not over rely on the construction recomrnendations included
report that was Those recommendalicns are not final. because
. not prepared for you engineers develop them prlnclpal!y from judgments and
. nol for your project Geotechrllcal can finalize their recommendaticns by
. not prepared for the specific site explored. or actual subsurface conditions revealed during constr~JC[iCirl.
. befo!'e important project changes were made The engineer wllO your cannot assume
responsibility or for the reports recommendations if that
ypical changes that can erode the reliability of an existing geotechnical engineer does not perform construction observation
ngineering report include those that affect
. the function of the proposed structure as when its changed A Geotechnicai Engineering Report is Subject to
from a parking garage to an office building, or from a light Misinterpretation
industrial plant to a refrigerated warehouse, Other design team member's misinterpretation of geotech nlca!
. elevation. configuration, iocation. orientation, or weight of the engineering reports has resulted in costly problems Lower that risk by
proposed structure, having your geotechnical engineer confer with appropriate members of
. composition of the design team, or the design team after submitting the report Also, retain your
. project ownership
geotechnical engineer to review pertinent elements of the deSign team's
s a general rule, always inform your geolechnical engineer of project plans and specifications Contractors can also misinterpret a
geotechnical engineering report. Reduce that risk by having your
langes - even minor ones - and request an assessment of their geotechnical engineer participate in prebid and preconstruction
lpact Geotechnical engineers cannot accept responsibility or liability conferences, and by providing construction observation.
r problems that occur because their reports do not consider
",......I..-....__...~.l_ _~...L__ 11...._.. ...___ ~_1 !_r~______l
'Vt::IVIJII 1t::1I l:J VI WIlt:1I 1I1t:y Wt:ltj fJUllfllUrrTlI:::G.
A REPORTS RECOMMENDATIONS ARE NOT FINAL
UNIVERSAL ENGINEERING SCIENCES
PRELIMINARY SUBSURFACE EXPLORATiON
Proposed Dobson Hotel Complex
Road
Cape Canaveral, Brevard County, Florida
UES Project No. 33966-001-01 G
a..__. A nn.r\.A
IVIClY If, LVVlf
PREPARED FOR:
A1AACQ Group
3225 North Atlantic Avenue II
II Cocoa Beach, Florida 32931
PREPARED By:
Universal Engineering Sciences, Inc.
820 Brevard Avenue
Rockledge, Florida 32955
(321) 638-0808
Consultants in: Geotechnical Engineering * Environmental Sciences * Construction Material Testing
Offices in: Rockledge * Daytona * S1. Augustine * DeBary * Orlando * Gainesville * Fort Myers *
lake Worth * West Palm Beach * Jacksonville * Palm Coast
II II
EI3 UNIVERSAL
ENGINEERING SCIENCES
Constfunts In: Gedechnical Engineemg . EnviroonenlaJ Sciences .
Coostrudioo Materials Testng . Threshold Inspedioo
820 Brevard Avenue. Rockledge, Florida 32955
(321) 638-0808 Fax (321) 638-0978
May 4, 2004
Mr. Roger Dobson
A 1 A ACO Group
3225 North Atlantic Avenue
Cocoa Beach, Florida 32931
Refereoce: Preliminary Subsurface Exploration
Proposed Dobson Hotel Complex
State Road A 1 A
Cape Canaveral, Brevard County, Florida
UES Project No. 33966-001-01G
Dear Mr. Dobson:
Universal Engineering Sciences, Inc. (Universal) has completed a preliminary subsurface
exploration at the above referenced site in Brevard County, Florida. Our exploration was
authorized by you and was conducted as outlined in Universal proposal No. P04-1792G. This
exploration was performed in accordance with generally accepted soil and foundation
engineering practices and the requirements of the Brevard County Engineering Department
Design and Review Division. No other warranty, expressed or implied, is made.
The following report presents the results of our field exploration with a geotechnical engineering
interpretation of those results with respect to the project characteristics as provided to us. We
have included our estimates of the typical wet season groundwater level at the boring locations,
general comments concerning the anticipated infiltration characteristics of the site soils, the
anticipated soil support characteristics for proposed parking/drive areas and other
considerations as appropriate.
We appreciate the opportunity to have worked with you on this project and look forward to a
continued association. Please do not hesitate to contact us if you should have any questions, or
if we may further assist you as your plans proceed.
Sincerely yours,
UNIVERSAL ENGINEERING SCIENCES, INC. -~
tU~4k '-<-~~t/ .
-~ ~S:-4 - zce;f
Andrew Wilderotter, E.I. Brad Faucett, P.E. I
Staff Engineer Regional Er.gineer
Florida Registration No. 33123
'J__ rliont
L... - '-""\JIll
1 - Ms. Joyce Gumpher wI Allen Engineering
TABLE OF CONTENTS
1.0 INTRODUCTION............................................................................................................................... 1
2.0 PROJ ECT DESCRIPTION ....... ............................ .............................................................................1
3.0 PURPOS E ......................................................................................................................................... 1
4.0 SITE DESC RI PTION ................ ......................................................................................................... 1
4.1 SOIL SURVEy.............................................................................................................................. ........2
4.2 TOPOGRAPHy................................................................................................................... ..................2
5.0 SCOPE OF S ERVIC ES .....................................................................................................................2
6.0 LIMITATIONS................................................................................................................................. ...2
7.0 FIELD M ETH ODOLOG IES ...............................................................................................................3
8.0 LABORATORY METHODOLOG I ES ................................................................................................ 3
9.0 SOiL STRA TIGRAP HY .....................................................................................................................4
10.0 GROU N DW A TER CON DITION S...................................................................................................... 4
10.1 EXISTING GROUNDWATER CONDITIONS.................................. ............. .................................................4
10.2 TYPICAL WET SEASON GROUNDWATER LEVEL .....................................................................................4
11.0 LABORATORY RESULTS .................. ..... ...... .................. ....... .............. .......... .......... ........ ...............5
12.0 ANAL YSIS AND GEN ERAL COMMENTS ........... ................. ............... .... .............. ........ ..................5
12.1' PROPOSED RETENTION BASiN.... ................... ...................... ........................ ..................................... ...5
12.2 PROPOSED PAVEMENT AREAS....... ..................................................... .............. ......... ...................... ....6
13.0 CLOS U RE ......................................................................................................................................... 6
LIST OF TABLES
TABLE I: GENERALIZED SOIL PROFILE.... .................................... ...................... ...........................4
FIGURES
SOIL SURVEY . ..... ................................................................... ..................................................... FIGURE 1
USGS TOPOGRAPHIC MAP ......................................................................................................... FIGURE 2
EXPLORATION LOCATION MAP .................................................................................................. FIGURE 3
APPENDICES
KEY TO BORING LOGS ...........................................................................................................APPENDIX A
BORING LOGS ............................................................................................ ....... ...................... APPENDIX A
EXHIBITS
^CCC r\nf"'IIl\.ACt\IT r-'\.J't 11r"'""\1"'T"" .A
r"'"\'-'I L- U'-''-'VIVIL-I ~ I ....... ............. ..... .... ..... ... ....... ..... ... ... .............. ... ....... .................... .......... .._ ........ CAt1IDI I I
i B3
Proposed Dobson Hotel Complex UES Project No. 33966-001-01
Cape Canaveral, Brevard County, Florida Preliminary Subsurface Exploration
1.0 INTRODUCTION
Universal Engineering Sciences, Inc. (Universal) has completed the preliminary subsurface
exploration for the proposed Dobson Hotel Complex in Cape Canaveral, Brevard County,
Florida. This exploration was authorized by Mr. Roger Dobson with A1A ACQ Group, Inc. and
was conducted as outlined in Universal proposal No. P04-1792G. This exploration was
performed in accordance with generally accepted soil and foundation engineering practices and
the requirements of the Brevard County Engineering Department Design and Review Division.
No other warranty, expressed or implied, is made.
2.0 PROJECT DESCRIPTION
Universal understands from information provided by Allen Engineering, the site civil engineers,
that the proposed project will include the construction of a hotel complex covering an area of
approxirTlately 6 acres in (~apec;anaveral, Florida. The proposed develoPnlent Will c()nsist ()f
two (2) multi story hotel structures and paved parking lots and drives. Retail outparcels,
covering a plan area of approximately 211z acres, will be situated within the eastern portions of
the site. Stormwater runoff from the new impervious surfaces will be collected within a proposed
"wet" retention basin to be located within the southern sections of the project site.
Please note that the focus of this proposed geotechnical study is to help determine the near
surface soil conditions throughout the parcel and their possible effects upon the proposed
retention basin and paved parking. A more detailed exploration, with deeper soil borings, will be
required to help determined soil support design factors for the proposed hotel structure( s),
outparcels and pavements after site plans have been more finalized.
3.0 PURPOSE
The purposes of this exploration were:
. to investigate the subsurface conditions at locations and depths as requested by the
project civil engineer and
. to provide our estimates of the typical wet season groundwater level at the boring
locations and
. to provide general comments concerning the anticipated infiltration characteristics of the
site soils, anticipated soil support characteristics for the proposed parking/drive areas
and other considerations as appropriate.
4.0 SITE DESCRIPTION
The subject site is an approximate 811z acre undeveloped parcel located within Section 15,
Township 24 South, Range 37 East in Brevard County, Florida. More specifically, the site is
located on the west side of State Road A 1 A, approximately 1,000 feet north of Central
Boulevard, in Cape Canaveral, Florida. At the time of drilling, the site was relatively level with
vegetative cover consisting mostly of grass and sparse brush. An existing Racetrac gas station
is located on the property to the southeast.
1 ~
Proposed Dobson Hotel Complex UES Project No. 33966-001-01
Cape Canaveral, Brevard County, Florida Preliminary Subsurface Exploration
This general area was hydraulicaliy filled in the 1960's. Typically, the surficial sand and shell
dredge materials overlie pockets/layers of plastic clays which represent the old river bottom
sediments.
4.1 SOIL SURVEY
The majority of the site soils are mapped as Canaveral complex, gently undulating (Ca)
according the Brevard County Soil Survey (BCSS) issued November, 1974. Canaveral complex,
gently undulating (Ca) consists of nearly level and gently sloping soils that are mixtures of sand
and shell fragments. A copy of a portion of the BCSS map is attached as Figure 1.
4.2 TOPOGRAPHY
According to information obtained from the United States Geologic Survey (USGS) Cape
Canaveral, Florida quadrangle map dated 1976, and partial topographic information provided by
the project civil engineers, ground surface elevation across the site area ranges from
approximately +8t6 +1() feet Nati6nalGeodetic Vertical Datum (NGVD). A coPY of a portion of
the USGS Map is included as Figure 2.
5.0 SCOPE OF SERVICES
The services conducted by Universal during our preliminary subsurface exploration program are
as follows:
. Drill four (4) Standard Penetration Test (SPT) borings within the western portion of the site
to depths of 10 and 15 feet below existing land surface (bls).
. Secure samples of representative soils encountered in the soil borings for review, laboratory
analysis and classification by a Geotechnical Engineer.
. Measure the existing site groundwater levels and provide an estimate of the typical vvet
season groundwater level.
. Conduct soil gradation tests on selected soil samples obtained in the field to determine their
engineering properties.
. Assess the existing soil conditions with respect to the proposed construction.
. Preparing a geotechnical engineering report which documents the results of our preliminary'
subsurface exploration and laboratory testing program with analysis and general comments.
6.0 LIMITATIONS
Please note that this report is based on a preliminary subsurface exploration program with the
scope of services, boring locations and depths as directed by the project civil engineer. The
information submitted in this report is based on data obtained from the soil borings performed at
the locations indicated on the Exploration Location Plan and from other information as
referenced. This report has not been prepared to meet the full needs of design professionals,
contractors, or any other parties, and any use of this report by them without the guidance of the
soil and foundation engineer who prepared it constitutes improper usage which could lead to
erroneous assumptions, faulty conclusions, and other problems.
2 (;q
Proposed Dobson Hotel Complex UES Project No. 33966-001-01
Cape Canaveral, Brevard County, Florida Preliminary Subsurface Exploration
This report does not reflect any variations which may occur across the site. The nature and
extent of such variations may not become evident until the course of future explorations or
actual construction. If variations then become evident, it will be necessary for re-evaluation of
the recommendations in this report after performing on-site observations during the construction
period and noting the characteristics of any variations. This report does not reflect the full
vertical and horizontal extent of the soft clay layers encountered at this project and, therefore,
this report should not be used for estimating such items as cut and fill quantities.
All users of this report are cautioned that there was no requirement for Universal to attempt to
locate any man-made buried objects or identify any other potentially hazardous conditions that
may exist at the site during the course of this exploration. Therefore no attempt was made by
Universal to locate or identify such concerns. Universal cannot be responsible for any buried
man-made objects or environmental hazards which may be subsequently encountered during
construction that are not discussed within the text of this report. We can provide this service if
requested.
For a further description of the scope and limitations of this report please review the document
attached within Exhibit 1 "Important Information About Your Geotechnical Engineering Report"
prepared by ASFE/Professional Firms Practicing in the Geosciences.
7.0 FIELD METHODOLOGIES
The four (4) SPT borings, designated B1 through B4 on the attached Figure 3, were performed
in genera! accordance with the procedures of ASTM 0 1586 (Standard Method for Penetration
Test and Split-Barrel Sampling of Soils). The SPT drilling technique involves driving a standard
split-barrel sampler into the soil by a 140 pound hammer, free falling 30 inches. The number of
blows required to drive the sampler 1 foot, after an initial seating of 6 inches, is designated the
penetration resistance, or N-value, an index to soil strength and consistency. The soil samples
recovered from the split-barrel sampler were visually inspected and classified in general
accordance \^Jith the guidelines of P\ST~v1 D 2487 (Standard Classification of Soils for
Engineering Purposes [Unified Soil Classification System]).
The SPT soil borings were performed with aCME 55 truck mounted drilling rig. Universal
located the test borings using the provided site plan and by measuring with a cloth tape from the
existing on-site landmarks shown on an aerial photograph. No survey control was provided on-
site, and our boring locations should be considered only as accurate as implied by the methods
of measurement used. The approximate boring locations are shown on the attached Figure 3.
8.0 LABORA TORY METHODOLOGIES
We completed #200 sieve particle size analyses on two (2) representative soil samples. These
samples were tested according to the procedures listed ASTM 0 1140 (Standard Test Method
for Amount of Material in Soils Finer than the No. 200 Sieve). In part, ASTM 0 1140 requires a
thorough mixing the sample with water and flushing it through a No. 200 sieve until all of the
particles smaller than the sieve size leave the sample. The percentage of the material finer than
the No. 200 sieve helps determines the textural nature of the soil sample and aids in evaluating
its engineering characteristics. The percentage of materials passing the #200 sieve is shown on
the attached boring logs.
3 fr;)
Proposed Dobson Hotel Complex UES Project No. 33966-001-01
Cape Canaveral, Brevard County, Florida Preliminary Subsurface Exploration
9.0 SOIL STRATIGRAPHY
The results of our field exploration and laboratory analysis, together with pertinent information
obtained from the SPT borings, such as soil profiles, penetration resistance and stabilized
groundwater levels are shown on the boring logs included in Appendix A. The Key to Boring
Logs, Soil Classification Chart is also included in Appendix A. The soil profiles were prepared
from field logs after the recovered soil samples were examined by a Geotechnical Engineer.
The stratification lines shown on the boring logs represent the approximate boundaries between
soil types, and may not depict exact subsurface soil conditions. The actual soil boundaries may
be more transitional than depicted. A generalized profile of the soils encountered at our boring
locations is presented below in Table I. For detailed soil profiles, please refer to the attached
boring logs.
TABLE I
GENERALIZED SOIL PROFILE
Soil Description
I I Fine sands with broken shell [SPJ underlain by fine sands with II
Surface 4 to 6 silt [SP-SM] and clayey sand pockets (hydraulic fill), very
loose to medium dense.
4 to 6 2y;, to 4y;, Sandy clays [CH] and clayey fine sands [SGj, very loose/soft.
8y;, to 9 6+ Fine sands [SP], fine sands with silt [SP-SM], fine sands with
clay [SP-SGj and broken shell, very loose to medium dense.
NOTE: [] denotes Unified Soil Classification system designation.
+ indicates strata encountered at boring termination, total thickness undetermined,
.en n GROUNDVVA TER CONDITIONS
IV.V
10.1 EXISTING GROUNDWATER CONDITIONS
We measured the water levels in the boreholes on April 23, 2004 after the groundwater was
allowed to stabilize. The groundwater levels are shown on the attached boring logs. The
groundwater level depths ranged from 3.3 to 5.8 feet bls at the boring locations. Fluctuations in
groundwater levels should be anticipated throughout the year, primarily due to seasonal
\/ariaHons in rainfall, surface runoff, and other factors that may varj from the time the borings
were conducted.
10.2 TYPICAL WET SEASON GROUNDWATER LEVEL
The typical wet season groundwater level is defined as the highest groundwater level sustained
for a period of 2 to 4 weeks during the "wet" season of the year, for existing site conditions, in a
year with average normal rainfall amounts. Based on historical data, the rainy season in Brevard
County, Florida is between June and October of the year. In order to estimate the wet season
water level at the boring locations, many factors are examined, including the following:
a. Measured groundwater level
b. Drainage characteristics of existing soii types
4 sa
Proposed Dobson Hotel Complex UES Project No. 33966-001-01
Ca.pe Canaveral, Brevard County, Florida Preliminary Subsurface Exploration
c. Season of the year (wet/dry season)
d. Current & historical rainfall data (recent and year-to-date)
e. Natural relief points (such as lakes, rivers, swamp areas, etc.)
f. Man-made drainage systems (ditches, canals, etc.)
g. Distances to relief points and man-made drainage systems
h. On-site types of vegetation
I. Area topography (ground surface elevations)
Groundwater level readings were taken on April 23, 2004. According to data from the Southeast
R€gional Climate Center and the National Weather Service, the total rainfall in the previous
month of March for Central Brevard County was 1,0 inch, appiOximately 1.9 inches below the
normal for March, The year to date rainfall was 7.4 inches, approximately 2.0 inches below
normal. Based on this information and factors listed above, we estimate that the typical wet
season groundwater levels at the boring locations will be approximately 2% feet above the
existing measured levels or roughly 1 to 3% feet bls. Please note, however, that peak stage
el€vations ..immediately following various inlense storm ..events,maybesomewmU1iTgnerUiah.. __._....._.....__________m___ .
the estimated typical wet season levels.
11.0 LABORATORY RESULTS
The soil sample submitted for analysis was classified as fine sands [SP]. The percentage of soil
sizes passing the #200 sieve size are shown on the attached boring logs at the approximate
depth sampled.
12.0 ANALYSIS AND GENERAL COMMENTS
12.1 PROPOSED RETENTION BASIN
We understand that the stormwater runoff from the new impervious surfaces will be collected
within a proposed "wet" retention basin to be located within the southern sections of the project
site.
The hydraulic capacity of stormwater retention areas is principally a function of the ability of the
surface soil to receive and percolate the storm water runoff. Upon reaching the groundwater
table or a restrictive layer, the stormwater runoff begins to mound. The amount and rate of rise
in the recharge mound depends on several factors, including the thickness and permeability of
the receiving stratum, the elevation of the groundwater table, and the geometry of the loaded
area.
Portions of the near surface soils at the site appear to be moderately permeable fine sands
[SP]. However, the underlying fine sands with silt [SP-SM], clayey fine sands [SC] and sandy
clays [CH] are relatively impermeable and should be considered aquicludes, or lower confining
layers, in retention pond design. Depending upon the final depth of the proposed basin, and
other factors, the presence of these impermeable layers have a strong influence on such factors
as the background groundwater seepage through the pond bottoms during periods of low pond
water levels.
5 FI1
Proposed Dobson Hotel Complex UES Project No. 33966-001-01
Cape Canaveral, Brevard County, Florida Preliminary Subsurface Exploration
,A...fter the configuration of the proposed retention basin is defined, Universal should be allowed to
review the proposed plans, so that recommendations for any necessary additional borings
a nd/or laboratory testing can be formulated.
1 2.2 PROPOSED PAVEMENT AREAS
We believe that a flexible asphaltic pavement section will be required on this project. Flexible
p 2vements combine the strength and durability of several layer components to produce an
a ppropriate, and cost-effective combination of locally available construction materials. In
a <ldition, such pavements are more tolerant of differential settlements, which may occur due to
underlying occasional soft clayey pockets, than a rigid concrete pavement section.
Densification of the loose surficial sands, and subsequent fill soils, will be required in all parking
a nd drive areas, in order to both increase subgrade capacity and to limit subsequent
settlements due to traffic vibrations. Within the parking/drive areas we recommend that the
. . . . ... . surficJaL soUs. be_ pmot rolledwith.aheavy-piece-ofequipment, -s-ucb-asa. fully.loaded .tarldern
axle dump truck, under the observation of Universal personnel. Any areas which exhibit
instability under rolling should be examined by Universal for possible removal and replacement
with compacted clean fine sands (SP) (ASTM D 1140).
Please note that the surficial fill soils contain sporadic pockets of clayey sands [sq. These fill
soils may require considerably more compactive efforts than clean fine sand soils, or removal
and replacement with select compacted backfill.
All root mats, vegetation, foundations, old pavements and debris should be completely removed
from the proposed pavement areas. Any collapsible or leak prone utility lines remaining within
the new pavement areas should either be completely removed.
After parking lot and drive configurations, and anticipated traffic loadings are better known,
additional test borings should be performed so that specific recommendations for pavement
sections can be formulated.
13.0 CLOSURE
We understand that the information provided by client, upon which our exploration was based, is
tentative and may be substantially revised. Universal should be allowed to review the final site
plans, when completed, in order to determine the scope of additional soil borinqs and testing
which will be reguired. The general recommendations contained in this report may also need to
be revised.
* * * * * *
6 Ea
,.,., PROPOSED DOBSON HOTEL COMPLEX
STATE ROAD A1A
W CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
COUNTY SOIL SURVEY
UNIVERSAL DRA'M-l BY: A.S. W. DAlE: CHECKED BY: B.F. DATE:
ENGINEERING SClENCES 30 APR 04 03 MAY 04
SCALE: NTS ORDER NO: 33966-001-01 REPORT NO: PAGE NO: FIGURE 1
,------ - --- ------- --. - --~-~~- --.--- ~_._- -~-_._. -------------------~-~------ ------"~-
I
I
I
i
I
I
I
6'
gs
.z
rn PROPOSED DOBSON HOTEL COMPLEX
ST ATE ROAD A 1 A
I"'ADC" (,AI\IA\/C"DAI DDC"\/ADr\ /"'r\lltdTV rlr\J'""JIr\A
ttJ \Jf""Il '-- '-'f""Il~f""IV'--I\f""I'--, UI\LVf""\f\U '-'UUI~ I I, iLUf'\IUf""\
-
USGS TOPOGRAPHIC MAP
UNIVERSAL DRAY.1'I BY: A.S.W. IDA~: 30 APR 04 CHECKED BY: B.F. DA~:
ENGINEERING SCIENCES 03 MAY 04
SCALE: NTS !ORDER NO: 33966-001-01 REPORT NO: P AGE NO: FIGURE 2
I
PROPOSED RETENTION POND
- - --7
~ B1 B3
~ B2 ~
/
--I
-....-....--..--...-....-.....-...-----....--..--....-....-....-....-----...-....--...--..- .... .... .
- -- -....-
I D /
I I /
I C"VI C'TI I\.1f""' D ^ f'CTD ^ f' I ,
I L.AI.,J III'4U 1'\r\vL.. 11\r-\v
GAS STATION I PROPOSED /
I OUTPARCEL
L__ PROPOSED
OUTPARCEL +~
I
i STATE ROAD A1A
I
i
I
I
I I
II I ~r::~l\ln
I l..-l-'-"L-I "L/
~ STANDARD PENETRATION TEST BORING
I
I
,
I NOTES
I
I 1J BORINGS WERE PERFORMED ON APRIL 22, 2004.
I 2J EXPLORATION LOCATION PLAN IS BASED ON DRAWING PROVIDED BY ALLEN ENGINEERING.
3J GROUNDWATER LEVEL MEASUREMENTS WERE TAKEN ON APRIL 23, 2004.
i
I
L
,.,., PROPOSED DOBSON HOTEL COMPLEX
STATE ROAD A1A
t:!::I CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
EXPLORATION LOCATION PLAN
UNIVERSAL DRAWN BY: A.S.W. DATE: CHECKED BY: B.F. IDATE:
ENGINEERING SCIENCES 30 APR 04 03 MAY 04
SCALE: 1"=200' ORDER NO: 33966-001-01 REPORT NO: IPAGE NO: FIGURE 3
,
KEY TO BORING LOGS
SOil CLASSIFICATION CHART*
0 ............ .....,..........,.....,..................
Sand or GraveIISP,SW,GP.GWl m UNIVERSAL
5 .... ...............,.......................... ..,..
Sand or Gravel with Silt
or Clay rSP-SM,SP-SCI ENGINEERING
12 ..... ...,........"................. ..... ..........
- SCIENCES, INC.
UJ Silty or Clayey Sand
>
UJ or Gravel ISM,SC,GM,GCI
tJl
0
0
N
0 50
2 ..... .....
(!)
2 Sandy or Gravelly Silt or Clay
Vi 1M L, CL-M L,CL,MH ,CH, OL,G HI
(/')
q
_ _ _1l-___7_0_ . . .. ... . .
';R
0
Silt or Clay with Sand or'Gravel
1M L.CL-M L,CL,MH.CH,OL. 0 HI
85 0 10 20 30 40 50 60 70 80 90 100
I LIQUID L1M!T I
J" Sift or Clay
fML,CL-ML,CL.MH. CH,OL.O HI PLASTICITY CHART
100
GRDUP NAME AND SYMBOL
COARSE GRAINED SOilS FINE GRAINED SOILS HIGHl Y ORGANIC SOilS
1-:: -',: < j WELL,GRADED ~';J\;}~oi WELL-GRADED . INORGANIC SILTS ORGANIC SIL TSICLA YS
SLIGHT PLASTlCITY
" ',' SANDS ISWI ...' . GRAVELS IGWI IMLI LOW PLASTICITY lOLl"
~ I
I n POORLY-GRADED m POORLY,GRADED Ql] INORGANIC SILTY CLAY n ORGANIC SILTSICLAYS
, ,,' .' LOW PLASTICITY MEDIUM TO HIGH
.. " ,", SANDS ISPI ... GRAVELS IGPI 1:::'\'~1<~;;,1 (eL-NlL] ~J PLAST:CfTY [O:-{]..
I' I ~
ern POORLY-GRADED rn POORLY-GRADED /:<>;1 INORGANIC CLAYS PEAT, HUMUS. SWAMP SOILS
:, " . SANDS WITH SILT '''1 GRAVELS WITH SILT ",; .',:',,' LOW TO MEDIUM WITH HIGH ORGANIC
'_: ': " (SP-SMJ .. . JII" IGP-GMI ::;;~_/: PLASTICITY (eLl CONTENTS [PTI"
/:,' Ed POORLY-GRADED ~ POORLY.GRADED mIIlI1NORGANIC SILTS HIGH
-:,',' ", SANDS WITH CLAY GRAVELS WITH CLAY PLASTICITY [MH)
_ ',: ";~, [Sp-Sel .. IGP-GCI
~
IT!] Sit TY SANDS ~ SILTY GRAVELS ~ INORGANIC CLAYS HIGH
... _:' ': _, ISM! [GMI PLASTICITY ICHI
. .
~ CLAYEY SANDS ~ CLAYEY GRAVELS
, ,," IS C) , [GCI
fIi
~ SILTY CLAYEY SANDS RELATIVE DENSITY CONSISTENCY
, ": ': [SC-SM) (SAND AND GRAVELl (SILT AND CLA YI
VERY LOOSE - 0 to 4 Blows/ft. V ERY SO FT . 0 to 2. Blows/It,
LOOSE. 5 to 10 Blowstft. SOFT. 3 to 4 Blowctft.
MEDIUM DENSe. 11 to 30 ~W$/ft. FIRM. 6 to S Blow.tft.
DENSE. 31 to 60 ~wc/ft. STIFF. 9 to 16 BIow./ft,
· IN ACCORDANCE WITH ASTM D 2.487 - UNIFIED SOIL VERY DENSE. more than 60 Blows/ft. VERY STIFF. 17 to ao ~wc/f1.
"". ....~,pf^.._""It. .....'11.,...._.. HARD. more than 30 Blowaitt.
v.......g~ln...,"'II'\JR OJO'I;ffi,
.. LOCALLY MAY SE KNOWN AS MUCIC
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS APPENDIX A.1
g;) UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 33966-001-01
BORING LOG REPORT NO..
APPENDIX: A
ROJECT PROPOSED DOBSON HOTEL COMPLEX BORING DESIGNATION: 81 SHEET: 1 of 1
STATE ROAD A-1-A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
GAPE CANAVERAL, BREVARD COUNTY, FLORIDA
L1ENT: A-1-A ACQ GROUP, INC. G.S. ELEVATION (ft): DATE STARTED: 4/22/04
OCA TION: SEE EXPLORATION LOCATION PLAN WATER TABLE (ft): 3.8 DATE FINISHED: 4/22/04
EMARKS: DATE OF READING: 4/23/2004 DRILLED BY: BH/JP
EST. WSW.T. (ft): 1.3 TYPE OF SAMPLING: ASTM D 1586
:t: W BLOWS w ...J :; K ORG.
...J ;;J 0 ...J <(
f-"":- 0.. ...J ..: aJ ...J 0:: DESCRIPTION .200 MC
0.. f- :; PER 6" <( s: :; Wo (IN.! CONT.
w u.
0- <( > >- ;:: <( (%) (%)
'" INCREMENT Z '" i5 HR.) (%)
0 m fine SAND, brown to gray, with broken shell, moist, [SP]
.-- e- --
5L
-
4.1 18.0
I I I I I I I I
-
.Y..
- .~ ~
.... fine SAND with silt, gray, very loose, wet, [SP-SM]
5- X :
---- --- -. .- - .- .--------
. --. ------
._. 1-P-P P .....
.. .
- V
,AI sandy CLAY, grey, very loose, wet, [CH]
p I I I I I I
M P-P-P I I
t pp.p P I fine SAND with silt, gray, trace of broken shell, very loose, wet,
[SP-SM] ,
.-,
.".
10~ ._P.-?-2 2 -- . --- ----.. -- - --- ---. --- - ----- ---- ----------
- .:...
.....
. . .-
- ~
fine SAND, grey, with broken shell, very loose, wet, [SP]
-
IX
15-i-- ..... .1__.1.-.1.. 2 ----- ~ - - - - - - .----------j.-------- - - - - - - - - ~-
-------- -
BORING TERMINATED AT 15'
P - DENOTES PENETRATION WITH ONLY THE WEIGHT OF
- THE DRIVE HAMMER.
-
~ UNIVERSAL ENGINEERING SCIENCES PROJECT NO.. ^~M~~
BORING LOG REPORT NO.
APPENDIX: A
ROJECT: PROPOSED DOBSON HOTEL COMPLEX BORING DESIGNATION: 82 SHEET: 1 of 1
STATE ROAD A-1-A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
L1ENT: A-1-A ACO GROUP, INC. G.S. ELEVATION (ft): DATE STARTED: 4/22/04
JCATION: SEE EXPLORATION LOCATION PLAN WATER TABLE (ft): 5.8 DATE FINISHED: 4/22/04
EMARKS: DATE OF READING: 4/23/2004 DRILLED BY: BH/JP
EST. W.S.w.T. (ft): 3.3 TYPE OF SAMPLING: ASTM D 1586
::t: ~ ~ BLOWS . 6 -' ~ K ORG.
fu t: ~ PER 6" i ~ uj ffi DESCRIPTION -:00 ~C) (IN.! CONT.
o - ~ INCREMENT ~;: ~ (~o) (y, HR.) (%)
o :.:.;~'::,:,.,,'. fine SAND, brown, with broken shell, moist, [SP]
.~i!
- :T'~-<.' fine SAND with silt, gray, with clayey sand pockets, moist,
:.:';: ' : rSP-SM]
I ',", J I . I I I
- ~![ ,
sandy CLAY, grey, very loose, moist, [CH]
5- A HHm' HU H......
'- p.p.p P
- X I -w,t
~ PPP P I I I I I I
- A,
__ P.P.1 1
/ fine SAND, grey, with broken shell, loose, wet, [SP]
-~
10-..P.3-6 ,g ..m.... ..'-1-.1'....''''
- I
-
-X
15 - j ",,4~1()..1,1. 21 .."" ~,..m --medium dense J__" ,.. "" __a __""""
BORING TERMINATED AT 15'
P - DENOTES PENETRATION WITH ONL Y THE WEIGHT OF
;g i 33966-001-01
UNIVERSAL ENGINEERING SCIENCES PROJECT NO..
BORING LOG REPORT NO.:
APPENDIX: A
~OJECT: PROPOSED DOBSON HOTEL COMPLEX BORING DESIGNATION: 83 SHEET: 1 of 1
STATE ROAD A-1-A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
-lENT: A-1-A ACQ GROUP, INC. G.S. ELEVATION (ft): DATE STARTED: 4/22/04
leA TION: SEE EXPLORATION LOCATION PLAN WATER TABLE (ft): 3.3 DATE FINISHED: 4/22/04
:MARKS: DATE OF READING: 4/23/2004 DRILLED BY: BH/JP
EST. W.SWT. (ft): 0.8 TYPE OF SAMPLING: ASTM D 1586
UJ BLOWS UJ ...j :; K ORG.
~""'" ..J ::> 0 ..J <0:
c.. ..J f-' III ..J a:: DESCRIPTION -200 MC
c.. Ii: :; PER6" <0: ~ :; UJ (!) (IN.! CaNT.
UJ_ <0: > >- ~ <0: ('!o) (%)
0 Vl INCREMENT Z Vl 15 HR.) (%)
0 fine SAND, brown, with broken shell, medium dense, moist, [SP]
.5L..
-X
- 2-5-7 12
I I I
-'I I. --wet
-I-- 5-5-4 9 --loose
, . fine SAND with silt, gray, very loose, wet, [SP-SM]
5-11
..
----- ------ --- -. .--- u. .0-___- - ---.----
1.P.P P ..
_.-
IA AA: sandy CLAY, grey, very loose, wet, [CH]
M p-p-p I ' I I I I I I
- /\ I
p.p.p p I
-
^ fine SAND with silt. gray, with broken shell, very loose, wet, I
dF'-1~1_ _I 21uu [SP-SM] I
10- -- u _ ..--- --- - - _u.u_-!-_
BORING TERMINATED AT 10'
P - DENOTES PENETRATION WITH ONLY THE WEIGHT OF
- THE DRIVE HAMMER.
-
-
15- - - - - ~ - - . - - - ~ - - --.- - ------ .-. --. .------- - .----.. -- ----------- - - - - - ~ - - - - ----------
-
~ UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 33966.001.(Jl
BORING LOG REPORT NO..
APPENDIX: A
'<OJECT: PROPOSED DOBSON HOTEL COMPLEX BORING DESIGNATION: 84 SHEET: 1 of 1
STATE ROAD A.1.A SECTION: 15 TOWNSHIP: 24 SOUTH RANGE: 37 EAST
CAPE CANAVERAL, BREVARD COUNTY, FLORIDA
UENT: A.1.A ACQ GROUP, INC. G.S. ELEVATION (It): DATE STARTED: "4/22/04
JCATION: SEE EXPLORA TlON LOCATION PLAN WATER TABLE (It): 3.5 DATE FINISHED: 4/22/04
EMARKS: DATE OF READING: 4/23/2004 DRILLED BY: BH/JP
EST. WSWT (It): 1.0 TYPE OF SAMPLING: ASTM 01586
U1 BLOWS U1 -' :; K ORG.
~~ -' ::> 0 -' <(
ll. PER 6" -' ~ to -' " DESCRIPTION .200 MC (IN.! CaNT.
:; <( ~ :; we>
w u. > 3: <( (%J ('!oj
0- <( >- HR.) ('!oj
(/) INCREMENT Z (/) C
0 fine SAND, brown to gray. with broken shell & occasional clayey
sand (SC) pockets, medium dense, moist, [SP]
__ _______m_..________ ________n____.._ _..._..__..____n______ _._______________~
7.7.9 16 4.4 11.3
I I I I I I
...Y. ..wet
9.11-13 24
fine SAND with silt, gray, very loose, wet, [SP-SM]
5
4.4.P 4
clayey fine SAND, grey. very loose, wet, [SC]
M p-p-p p I 1 I I I
I
I
j\ p.p.p p
\ fine SAND with clay, gray, with broken shell, very loose, wet,
, [SP-SC]
10 -i ..P.?:3 3 ... ..1 H...m ______m
"'1
I BORING TERMINATED AT 10'
P - DENOTES PENETRATION WITH ONLY THE WEIGHT OF
THE DRIVE HAMMER.
'" --- -- --- ----,---- - - - - - - - -- -- - - - - - - - - - - - - - ~ - ~ - ~ - --
Iv
Page 1 of 1
Todd Morley
To: Joyce Gumpher
Subject: RE: Residence Inn
Joyce,
I have read the summary of landscaping changes dated August 22, 2005 The changes appear to have no
negative effect on the landscaping plan and are hereby approved.
-Todd
Todd Morley
Building Official
_________~ity~~~~I?~_2~~a~_~~I____________________________________~-----~------- ____________________________
105 Polk Ave -. / Ae~ t?h2?~rT~
Cape Canaveral, FL 32920 C!
Phone 321-868-1222 ved
www.myflorida.com/cape '"
E-mail: morley-cape@cfl.rr.com
Fax 321-868-1247
From: Joyce Gumpher (mailto:jgumpher@alleneng.net]
Sent: Wednesday, August 24, 2005 2:02 PM
To: morley-cape@cfl.rr.com
Subject: Residence Inn
I faxed to you changes on the landscaping. Is these changes OK ? Thank you
Joyce Gumpher
Ernail: jgurnpher@alleneng.net
Allen Engineering, Inc.
106 Dixie Lane
P.o. Box 321321
Cocoa Beach, FL 32932-1321
Phone: 321-783-7443
Fax: 321-783-5902
8/24/2005
08/22/2005 MON 13:46 FAX 321 11$3 bl:lU2 ALLEN ENtilNJ:<;.I<;KU'<ti,II'<l;. ~VUil uu""
~EN (321) 183-7443 FAlO (32') 7ll3.....
Web Site: www.aUeneng.net
.. Email: jgumpher@alleneng.net
gtneerlng, Inc.. 106 DIXIE LANE - P.O. BOX 321321, COCOA BEACH, FLORIDA 32932 -1321
"""""";PAX RECORD SHEET-
DATE: August 22, 2005
ALLEN ENGINEERING, me. FAX NUMBER: (321) 783-5902
____________________EROM:_______Jo~C(tGumpaej"--------------______ _ ________ _ __ _ ______ _ ___ _ __________________ _______ ________
To: City of Cape Canaveral
Fax: 868-1224
ATTN: Todd Morley
PROJECT: Residence Inn Landscape Revisions
COMMENTS: Todd - The landscape architect made MORE revisions to the plans.
Bow many copies do you need?
Number of pages being transmitted: 2
(Including this Fax Record Sheet)
cc:
08/22/2005 MON 13:46 FAX 321 783 5902 ALLEN ENGINEERING,INC. I4l 002100 2
Edward j. Haeck, AS.LA. . landscape Architecture & Site Planning
P.O. Box 362445 . Melbourne, Florida 32936-2445 . Ph & Fx: (407) 779-1300
Aug. 17,2005
MEMORANDUM: (1) Page(s)
TO: Allen Engineering
106 Dixie lane
Cocoa Beach, FL 32932
ATTN: Joyce Gumpher
PROJECT: Residence Inn
City of Cape Canaveral
-------------------St1BJECT:- - - - - -- --- ---------ReVIS(fd-tarTasc;ap-e-ana lrr~atiurrPtamr----- ---------------------------------
The attached landscape and irrigation plans have had minor revisions due to as-buitt
conditions as follows:
1. The BBQ location was not on the approved landscape plan. It has been
added and shrubs and sprinkler heads have been moved to accommodate it
and avoid fire hazard.
2. Three Live Oak trees have been moved from the retention pond area to three
parking lot islands because the location shown for these trees on the
approved landscape plan cannot accommodate the large root balls.
3. Two Green Buttonwood trees were moved into the front access drive because
they were displaced by two Live Oaks that were moved per item #2 above. .
4. Two other Green Buttonwood trees were moved from the R.O.W. to locations
farther west in the entrance drive to accommodate the Hotel sign and sight
visibility for drivers departing the site and pulling out onto Hwy. A 1 A.
5. All 25 of the Red Cedars on the approved plan were replaced by Silver
Buttonwood trees due to lack of availaibility of the Red Cedar at the specified
sizes. The replacement Silver Buttonwood trees have the same D.B.H.
specification as the Red Cedar trees had on the approved plan. The Silver
Buttonwood trees will provide the same or more canopy as the Red Cedars at
maturity.
I do not expect that the City of Cape Canaveral will have any objections to these
changes.
10f2
Susan Chapman
From: Todd Morley
Sent: Thursday, June 3D, 2005 5:18 PM
To: 'Boucher, Bennett'; 'Dobson, Roger'; 'Weber, Neil'; 'Randels, Rocky'; 'Pekar, John'; 'Gardulski,
Ed'; 'Cunningham, Johnny'; 'FPL David Pryor'
Cc: Susan Chapman; 'Band ish, Walt'; 'Bob Hoog'; 'Bruns, Burt'; 'Jim Morgan'; 'Kirbach, Andy';
'McNeely, Bea'; 'P&Z Schaffner, Shawn'; 'Peetz, Todd'; 'Petsos, Buzz'; 'Ratliff, Jeff'; 'Welbro-
Avant, Marcie'; 'Paul, Ralph'; Kim Mcintire; 'S.O. Scraggs, Douglas'; 'Russell, Lamar';
'joel.polansky@dot.state.fl.us'; 'jack.west@dot.state.fl.us'; 'Allen, John'
Subject: Re-cap of Partnership agreement meeting with Country Inn suites and Residence Inn
Thank you to all who attended the meeting.
Many ideas and much discussion resulted in the following issues and concepts being addressed:
DOT improvements cannot continue until the Country Inn folks obtain DOT approval of a new plan to change the location
of the newly installed stormwater pipes in the A 1A drainage ditch. The system is currently directly on the City's 10" re-use
____I i ne ,--I~i~i~_~~~~l!LtQLfl1_Qcjific<:1ti9.n~ J~g.u irE3.(Lbj/.J29 -L~fterthil_~itEUJLaJl.wC3l>_.9QR[Qve.9~_8~_\xmS.trlLC.tQd,JbJi.c.OUntyJno______.__
system will not line-up with the Residence Inn system. Residence Inn drainage improvements should remain unaffected,
pending the outcome of this new plan. DOT understands the gravity of the timing concern and has indicated that a
reasonable remediation plan could be implemented quickly and smoothly. The rest of the DOT road-widening and center-
turn lane project can then continue.
Senior Permits Inspector, Mr. Joel Polansky (DOT) further indicated what temporary protective measures must be taken to
ensure vehicular and pedestrian safety, including the placement of signs at the sites, warning signs 1000' North and South
of the projects and manned entrances. He expressed concern about the lack of protection of the water taps off the Ai A
shoulder. Above all, Mr. Polansky stressed the importance of communication. His email address is:
ioel. polans ky@dot.state.fl.us.
He requested correspondence be made through Jack West at:
iack. west@dot.state.fl.us
The shared access dream appears to be over, as the parties cannot agree to anyone plan. Mr. Polansky agreed that a
traffic light could be possible, but only if there were one access.
The need for a reduced speed limit was addressed. Mr. Polansky stated that DOT would review the traffic counts
presented in the concurrency and that it may be possible to consider a reduction of 10 mph at the bridge approach (from
55 to 45) and at the southern base of the bridge (from 45 to 35). The Mayor stated his desire to have the speed limit
change to 35 mph throughout the rest of the A1A corridor in Cape Canaveral, making the speed limit match that of Cocoa
Beach. Mr. Polansky reiterated that it would not be his call, but that of his superiors.
The Mayor stated that the City has obtained grant money for enhancing the RIW and would be pleased to use it across the
two projects. This would require a 20' easement from each. Both parties appeared to be interested.
The Public Works Director stated that the City would like to see the decorative street lights used throughout the two
projects. Both parties appeared to be interested.
Several in attendance stated that they would like a copy of the sign-up sheet. It is attached here.
Again, I thank those who took part in this productive and informative meeting.
Please contact me if I can be of any service.
Sincerely,
-Todd
Todd Morley
Building Official
City of Cape Canaveral
105 Polk Ave
1
Cape Canaveral, FL 32920
Phone 321-868-1222
www.myflorida.com/cape
E-mail: morley-cape@cfl.rr.com
Fax 321-868-1247
Res. Inn & Country
Inn Meeting...
m--Original Message-----
From: Todd Morley [mailto:morley-cape@cfl.rr.com]
Sent: Tuesday, June 21, 2005 5: 13 PM
To: 'Boucher, Bennett'; 'Dobson, Roger'; 'Weber, Neil'; 'Randels, Rocky'; 'Pekar, John'; 'Gardulski, Ed'; 'Cunningham, Johnny'; 'FPL David
Pryor'
Cc: Susan Chapman; 'Bandish, Walt'; 'Bob Hoog'; 'Bruns, Burt'; 'Jim Morgan'; 'Kirbach, Andy'; 'McNeely, Bea'; 'P&Z Schaffner, Shawn';
'Peetz, Todd'; 'petsos, Buzz'; 'Ratliff, Jeff; 'Welbro - Avant, Marcie'; 'Paul, Ralph'; Kim McIntire; 'S.O. Scraggs, Douglas';
'Russell, Lamar'
Subject: Partnership agreement meeting with Country Inn suites and Residence Inn
Country Inn and Residence Innare the neighboring hotels currently underconstruction on N. A t~ln~?QeC?naveral"--___
.1 am deeply concerned about the potential for traffic acciaents as northbound vehicles continue to stop on Ai A to
make a left turn into these two projects.
Spawned by this concern, it has been suggested that the two hotel developers meet to discuss partnership agreement
issues. (FOOT improvement, coordination efforts, etc.)
Neil Weber (Country Inn and Suites) will be in the area for one day - Thursday June 30th.
I have spoken to Roger Dobson (Residence Inn) who is agreeable to meet at 2pm on that date.
While working out the A1A improvements, the developers and I would like for staff and other interested parties to have
an opportunity for input and brainstorming regarding this or any other issue(s).
The meeting date is set for Thursday, June 30th at 2pm at the Council Chambers at the City Hall Annex at 111 Polk
Ave. Cape Canaveral, FL 32920.
You are encouraged to attend if you have any concerns or input. Any and all ideas for joint coordination should be
discussed because we may not all be able to meet again this easily!
It would be particularly helpful to have someone from FOOT attend.
Please forward this to other interested parties.
Thank you,
-Todd
T odd Morley
Building Official
City of Cape Canaveral
105 Polk Ave
Cape Canaveral, FL 32920
Phone 321-868-1222
www.myflorida.com/cape
E-mail: morley-cape@cfl.rr.com
Fax 321-868-1247
2