REVIEW COMMENTS
APPLICATION TRACKING LOG
PROJECT TITLE: AUTO ZONE FILE #: NWSP 98.007
PROJECT LOCATION: SOUTHEAST CORNER U.S. HWY #1 AND SHORE DRIVE
TYPE OF APPLICATION: NEW SITE PLAN
PUBLIC NOTICE REOUlRED: CVIN) 0 REVIEWER'S NAME
AGENT: SC01T A NICKLE ADDRESS: MERRITT ISLAND, FL
AGENT PHONE: 407.453-0010 FAX: 407-454-6885
DATE REC'D: AMOUNT:
RECEIPT NO.:
12 SETS OF PRE-ASSEMBLED PLANS SUBMITTED FOR REVIEW:
2 OF 12 SETS SIGNED AND SEALED 0
SURVEY 0
LANDSCAPE PLAN 0
FLOOR PLAN 0
SITE PLAN WITH SITE DATA 0
APPLlCATION/SUBMI1TAL: DATE ACCEPTED:
D~NAGEPLAN 0
ELEVATION VIEW DRAWINGS 0
COLORED ELEVATIONS RECEIVED 0
MATERIAL SAMPLES RECEIVED 0
PHOTOGRAPHS RECEIVED 0
DATE DENIED:
DATE OF LE1TER TO APPLICANT IDENTlmNG SUBMISSION DEFICIENCIES:
DATE OF SUBMITTAL ACCEPTANCE LETTER:
INITIAL 1ST REVIEW MEMO: DATE S T:
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MEMO NO.
RETURN DATE:
REVIEW COMMENTS RECEIVED
UTlL.
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PARKS 0
FIRE .,3(,1 q FORESTER Q7'> - ~
111., ~ ,~
DATE OF LETTER SENT TO SENT TO APPLICANT IDENTIFYING TRC REVIEW COMMENTS:
(
r 90 DAY CALENDAR DATE WHEN APPLICATION BECOMES NULL AND VOID:
V::Oo/'DATE 12 COMPLETE (ASSEMBLED) SETS OF AMENDED PLANS SUBMITTED FOR 2ND REVIEW:
PRE-ASSEMBLED PLANS SUBMITTED FOR REVIEW:
AMENDED APPLICATION 0
2 0F12 SETS SIGNED AND SEALED 0
SURVEY 0
LANDSCAPE PLAN 0
FLOOR PLAN 0
SITE PLAN WITH SITE DATA 0
2ND REVIEW MEMO: DATE SENT:
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COLORED ELEVATIONS RECEIVED 0
MATERIAL SAMPLES RECEIVED 0
TRANSPARENCY RECEIVED 0
PHOTOGRAPHS RECEIVED 0
MEMO NO.
RETURN DATE:
3D ItlVIEW COMMENTS RECEIVED
PLA "S MEMO# DATE PLANS MEMO# DATE
UTIL. n; f.f- POLICE 0
P.W. r q'l-.J.'f:J ~ .[1.7 PLANNING 0
PARKS 0 BLDG/ENGR IE" 'tY-.;17 '3 I:m./
FIRE 0 of- FORESTER 0 -- rib.
BOARD MEETING DATE:
LAND DEVELOPMENT SIGNS PLACED AT THE PROPERTY. DATE SENT 1 SIGNS INSTALLED:
DATE:
BOARD:
CITY COMMIS510N: DATE:
DEVELOPMENT ORDER RECEIVED FROM CITY CLERK: 0 DATE:
DEVELOPMENT ORDER SENT TO APPLICANT: 0 DATE:
S:\FORMS\TRACKING LOG FORM
revised 4/25/97
APPLICATION TRACKING LOG
PROtECT TITLE: AUTO ZONE FILE #: NWSP 98-007
PROtECT LOCATION: SOUTHEAST CORNER U.S. HWY #t AND SHORE DRIVE
TYPE OF APPLICATION: NEW SITE PLAN
PUBLIC NOTICE REOUlRED: (YIN) 0 REVIEWER'S NAME
AGENT: SCOTT A NICKLE ADDRESS: MERRITT ISLAND. FL
AGENT PHONE: 407-453-0010 FAX: 407.454.6885
DATE REC'D: AMOUNT:
RECEIPT NO.:
12 SETS OF PRE.ASSEMBLED PLANS SUBMITTED FOR REVIEW:
DATE OF LETTER TO APPLICANT IDENTIFYING SUBMISSION DEFICIENCIES:
DATE OF SUBMITTAL ACCEPTANCE LETTER:
INITIAL tST REVIEW MEMO: DATE SENT: '-/,f:rif?'i
2 OF 12 SETS SIGNED AND SEALED 0
SURVEY 0
LANDSCAPE PLAN 0
FLOOR PLAN 0
SITE PLAN WITH SITE DATA 0
APPLICATION/SUBMITTAL: DATE ACCEPTED:
D~NAGEPLAN 0
ELEVATION VIEW DRAWINGS 0
COLORED ELEVATIONS RECEIVED 0
MATERIAL SAMPLES RECEIVED 0
PHOTOGRAPHS RECEIVED 0
DATE DENIED:
MEMO NO. 97- (35-
silL
RETURN DATE:
1 ST REVIEW COMMENTS RECEIVED
PLANS MEMO# DATE PLANS MEMO# DATE
UTIL. '1fI.,iH7 k ',,,, POLICE I"r --- 4/~
P.W. " q:y_ /N' --' ( PLANNING 0
PARKS -. .5 'L BLDG/ENGR 0 4l1- W> 1( ,.>,
FIRE ,FORESTER R' .-- ,f(f.J
DATE OF LETTER SENT TO SENT TO APPLICANT IDENTIFYING TRC REVIEW COMMENTS:
90 DAY CALENDAR DATE WHEN APPLICATION BECOMES NULL AND VOID:
DATE 12 COMPLETE (ASSEMBLED) SETS OF AMENDED PLANS SUBMITTED FOR 2ND REVIEW:
PRE-ASSEMBLED PLANS SUBMITTED FOR REVIEW:
AMENDED APPLICATION 0
2 OF12 SETS SIGNED AND SEALED 0
SURVEY 0
LANDSCAPE PLAN 0
FLOOR PLAN 0
SITE PLAN WITH SITE DATA 0
2ND REVIEW MEMO: DATE SENT:
DRAINAGE PLAN 0
ELEVATION VIEW DRAWINGS 0
COLORED ELEVATIONS RECEIVED 0
MATERIAL SAMPLES RECEIVED 0
TRANSPARENCY RECEIVED 0
PHOTOGRAPHS RECEIVED 0
MEMO NO.
RETURN DATE:
2nd REVIEW COMMENTS RECEIVED
PLANS MEMO# DATE PLANS MEMO# DATE
UTIL. [J POLICE 0
P.W. 0 PLANNING 0
PARKS 0 BLDG/ENGR 0 '-ft-/71 r/JI
FIRE 0 FORESTER 0 ./" /,/,
,
BOARD MEETING DATE:
BOARD:
LAND DEVELOPMENT SIGNS PLACED AT THE PROPERTY. DATE SENT / SIGNS INSTALLED:
DATE:
CITY COMMISSION: DATE:
DEVELOPMENT ORDER RECEIVED FROM CITY CLERK: 0 DATE:
DEVELOPMENT ORDER SENT TO APPLICANT: 0 DATE:
5:\FORM5\TRACK1NG LOG FORM
revised 4/25/97
Geotechnical Investigation
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Property at 14. Federar~ighwaYatldo~horeprive
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Ground Engineering Solutions, Inc.
P. o. Box 17216 . Greenville, South Carolina 29606 . B64.250-1901
September 9, 1997
Ms. Palli Pride
AutoZone, Inc.
Department 8340
60 Madison Avenue, 9th Floor
Memphis, TN 38103
Subject:
Geotechnical Investigation
Proposed AutoZone Retail Store
Project Number: AZ176.20
Property Location: North Federal Highway (US1)
Boynton Beach, Florida
Dear Ms. Pride:
We have completed the Geotechnical Investigation for the referenced site. We have utilized the firm of
Forge Engineering, Inc., from Naples, Florida, to help complete this assignment. This report presents the
project information, the findings of our exploration, together with our geotechnical evaluation and
recommendations.
We appreciate the opportunity to assist you with this project. Please call if you have any questions, or if
we may be of further assistance.
Sincerely,
GROUND ENGINEERING SOLUTIONS, INC.
d~ ><1: KaJJ..t.
James G. Kahle, P.E.
Project Manager
Enclosure
,.:'.,.....
Foundation Engineering Study
Proposed AutoZone Retail Store
North Federal Highway (US 1)
Boynton Beach, Florida
GES Job Number AZ-176.20
Forge Engineering Project Number 156-016.01
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Executive Summary
In summary, following site stripping, removal of any deleterious material, and
compaction of surficial soils beneath the proposed building, the AutoZone standard
. foundation specifications can be used. The site should be favorable for support of the
proposed AutoZone Retail Store on shallow spread footing foundations. An allowable
bearing capacity of 2.5 ksf should be available for the spread footings.
Our findings and recommendations are presented in this report. The Appendix
contains maps and plans showing the site and boring locations together with the results
of the borings drilled on the site.
Purpose
The purpose of this geotechnical study was to explore the general soil conditions in the
vicinity of the proposed retail store and to provide recommendations for the design of
foundations and pavements as well as the site preparation necessary to achieve the
recommended designs. An environmental assessment has been performed and will be
reported by others under separate cover.
Project Infonnation
Our understanding of this project is based on the information provided, together with
some assumptions we have made based on our experience.
We understand this project will consist of the construction of a retail store, paved area
and retention pond. The retail store will be located near the center of the site. A
retention pond will also be located on site, while the remainder of the site will be asphalt
or concrete pavement. We assume about one foot of fill will be placed in order to
achieve the planned finished grades.
Report of Geotechnical Explorstic..
AutoZon... Boynton Besch. FI
Forge Enll. dng Project No. 156 Q16.01
Sep/ember 8, 1997
The retail structure will be an AutoZone "68W" retail building. According to the
AutoZone Specifications, the building plan is for a single-story structure measuring 73.4
feet by 100 feet in plan. The building structure will include load-bearing concrete block
walls supporting the roof load with steel joists. There will be one exterior canopy
support. Typical loads are:
. Wall = 2.5 kif
. Exterior Column = 12 kips
. Interior Column = 59 kips
. Floor Live Load = 100 psf
Pavement design loads are as follows:
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. Standard duty pavement: EAL = 11,279 (18kip), 20 year design life.
. Heavy duty pavement: EAL = 30,576 (18kip), 20 year design life.
The above information is based on AutoZone specifications revised 9/9196. Please
contact us if this information is not consistent with AutoZone's plans for this site.
Site Conditions
As shown on the Site Location Map in the Appendix, the new retail store will be located
at the south east comer of North Federal Highway and Shore Drive, in Boynton Beach ,
Florida. The site is currently being used as a staging area for construction equipment
for a nearby roadway project. Previously the site had been grassed with several tree
groupings.
Subsurface Conditions
The subsurface conditions were explored with a total of eight borings drilled to depths
ranging from 4 to 15 feet. The boring locations were selected by a representative of
Ground Engineering Solutions, Inc. (GES). The borings were drilled by American
Drilling, Inc., a sub-contractor to Ground Engineering Solutions, Inc. The boring
locations are shown on the Field Exploration Plan, in the Appendix.
Soil samples taken from the borings were classified by a geotechnical engineer with
GES. Boring logs summarizing the findings are in the Appendix. The typical
subsurface conditions encountered at the boring locations can be generalized as:
2
Report of Geotechnical Expioratiol.
Au/oZon.... Boynton BeBch. FI
Fol'rJfI Engin....ing ProjBct No. 156-016.01
SBplBmbBr 8. 1997
DEPTH (ft.)
0-0.5
0.5 - 5.0
5.0 - 15.0
SOIL DESCRIPTION
TOPSOIL
Medium Dense SAND
Loose SAND
The groundwater level was generally encountered at a depth of 6.0 feet at the time the
borings were made. This level will vary with rainfall and construction activities.
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. The site has been mapped by the USDA Soil Conservation Service as a St. Lucie-
Urban land complex. The soil is characterized by sandy soil horizons to a depth of at
least 5 feet. The majority of this land has been graded, cut or filled during urban
construction. The groundwater level is typically not within a depth of 80 inches in non
urban areas. The USDA estimates the Hydraulic Conductivity of the natural soil to be
very rapid.
Based on the groundwater level at the time of the exploration, we recommend the
seasonal high groundwater level be assumed to rise to about 5 feet below the existing
ground surface.
Evaluation
Our evaluation is based on the project information provided to us, the findings of the
field exploration program, and our experience in the area. The subsurface conditions
will vary between the boring locations. Should new information become available
during design or the conditions encountered during construction be substantially
different from the information presented in this report, please contact us so we may
evaluate the new information.
Our proposed construction sequence is to:
. strip existing topsoil and remove any deleterious material,
. proofrolVcompact the existing soils and place new fill if required, and
. construct the new retail building and pavement.
3
Report of Geotechnical Exploration
AutoZon... Boynton Besch. FI
Forge Enginovring Project No. 156-016.01
Ssptsmbs,8. 1997
Assuming the new structure induces loads of up to 59 kips and 2.5 kif, we have
calculated a corresponding maximum settlement of less than one inch. Because of the
sandy nature of the soils encountered, the majority of this settlement should be
complete soon after the building is erected.
The remainder of this report presents our recommendations for foundation design,
pavement design and site preparation.
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Foundation Design Recommendations
The following list summarizes our foundation recommendations for this project.
· All shallow foundations for structures should be designed using an allowable
bearing pressure of 2.5 ksf. This bearing capacity assumes the foundations are
bearing on compacted natural sands, or compacted clean structural fill.
. The minimum foundation width should be 16-inches for continuous foundations,
12-inches at the base of turned down slabs, and 24-inches for individual column
footings.
· The foundations should bear at least 1 foot below finished grade.
· The ground floor slab should be placed on compacted subgrade soils. A
polyethylene vapor barrier should be used beneath the building slab due to the
sandy nature of the subgrade.
Pavement Design Recommendations
Our recommended flexible pavement sections are outlined below.
Standard Duty
Heavy Duty
Asphalt
Thickness (in.)
1%
2
Base
Thickness (in.)
6
12
If a flexible pavement system is used the base material should consist of a crushed
limerock material having a minimum Limerock Bearing Ratio (LBR) of 100 and
compacted to at least 98% of the Standard Proctor maximum density. For the standard
duty pavement section, the asphalt should consist of FOOT S-III asphalt, applied in one
lift.
4
Report of Geotechnical Exp/oratio"
AutoZone- Boynton Beach, FI
Forge Engll..Jring Project No. 156-016.01
Septembe, 8, 1997
For the heavy duty pavement section, the initial inch of asphalt should be FOOT 8-1,
overlain with an inch of FOOT S-1I1. The upper 12 inches of pavement subgrade should
be compacted to at least 98 percent of the Standard Proctor.
If a rigid pavement is used, our recommended pavement sections are outlined below.
Standard Duty
Heavy Duty
Concrete
Thickness (in.)
5
6
Concrete
Strenath (psi)
4000
4000
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Each of these pavement sections assume the upper 12 inches of subgrade, directly'
below the slab, has been compacted to at least 98 percent of the Standard Proctor
(ASTM 0-698). Control joint spacing should not exceed 12 feet. Construction joints
should be doweled per AutoZone pavement specifications. Temperature reinforcement
should be six by six WWF in the top section of the pavement.
Site Preparation Recommendations
We recommend your foundation and earthwork specifications include site preparation
sections similar to those presented below:
Site Preparation:
1. After site stripping, the area of the new construction shall be
compacted with a vibratory roller having a static weight of at least
10,000 pounds. At least 5 overlapping coverages in perpendicular
directions shall be made.
2. The existing ground surface shall be compacted until at least 98
percent of the Standard Proctor (ASTM 0-698) maximum dry density
is uniformly obtained.
3. Soil backfill shall be a sand with a Unified Soil Classification of SP or
SP-SM.
4. All soil backfill shall be placed in lifts not exceeding 12-inches in
thickness. Each lift shall be compacted until a density of at least 98
percent of the Standard Proctor (ASTM 0-698) maximum dry density
is uniformly obtained.
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Report of Geotechnical Exp/orstio"
Au/oZone- Boynton Besch. FI
Forgs Engir'''dring Proje<:t No. 156-016.01
Ssplsmbsr 8, 1997
5. Field density tests shall be made after compaction of the existing
grade, at the bottom of the footing excavations, and in all backfill or
fill to verify the specified degree of compaction is obtained. The test
frequency shall be at least one test for each 2,000 square foot of
building or pavement area in each lift of fill or backfill.
Additional Services
Although outside our current scope of authorized services, FORGE is available to
review the final foundation plans and earthwork specifications prepared for this project.
We would then suggest changes in the specifications so our recommendations are
properly interpreted and implemented. We are also available to visit the project during
construction to observe the site conditions encountered and the construction
techniques used. Our observations would then be compared with the parameters used
in our evaluation.
We appreciate the opportunity to assist you with this project. Please contact us at
(941) 403-9133 when we may be of further assistance, or if you have any questions
regarding this report.
Sincerely,
"f'~~
:.' )(?&K:Y,fP7
\Richard P. Lundberg, P.E.
Vice-President
Registered Florida 42644
Appendix:
Site Location Map
Field Exploration Plan
Generalized Subsurface Profile
Boring Logs
Key To Boring Log Classification
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Traffic Planning and Design, Inc.
535 Versailles Drive, Suite 200, Maitland, FL 32751-7305. (407) 628-9955. FAX (407) 628-8850
TRAFFIC IMPACT ANALYSIS
PROPOSED AUTOZONE STORE IN BOYNTON BEACH, FLORIDA
This traffic analysis was conducted in order to assess the traffic impact of a proposed AutoZone
store in Boynton Beach, Florida, The store will consist of 7,234 gross square feet of building area
and will be completed in 1998, Its site is located on US 1, approximately 0.8 miles north of
Boynton Beach Boulevard, Figure 1 depicts the site location of the store,
Site Access
The development is proposed to be served by two access connections, one on US 1 and the other
on Shore Drive. The US 1 access connection will be a right-in/right-out driveway whereas the
Shore Drive connection will be a full access driveway.
US I is a four-lane divided highway in the vicinity of the proposed development. According to
information secured from Palm Beach County Traffic Engineering, this highway had a 1997 daily
traffic volume of 18,363 vehicles with an annual growth rate of 0,78 percent.
04/17/98
TPD NQ 1424
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FlGURE
1
Trip Generation
The trip generation of the proposed development was calculated utilizing ITEI trip generation data
as follows:
. ITE Land Use Code
843 Auto Parts Sales
. Daily trip generation, 61.91 trips/l,OOO sq ft
(7,234 -;- 1,000) x 61.91 = 448 vehicles per day
. A,M. peak hour generation, 2,21 trips/l,OOO sq ft
(7,234 -;- 1,000) x 2,21 = 16 vehicles per hour
. P.M, peak hour generation, 5,98 trips/l,OOO sq ft
(7,234 -;- 1,000) x 5.98 = 43 vehicles per hour
Enter/exit split = 21/22 vehicles per hour
As can be seen, the proposed development will generate a daily traffic volume of 448 vehicles.
Of this daily volume, 16 vehicles will occur during the A.M. peak hour and 43 vehicles during
the P.M. peak hour.
1 Institute of Transportation Engineers, Trip Generation Report, 6th Edition, 1997,
3
The proposed AutoZone store will generate a portion of its trips from the existing traffic passing
by on the adjacent roadways. Based upon Palm Beach County's pass-by trip capture equation for
general commercial retail under 10,000 square feet, approximately 45% of the trips to be
generated would be of the pass-by type, In independent studies conducted at three AutoZone
stores in the Central Florida area, the pass-by rate was determined to be 40.9%. The results of
these studies are documented in Table L In this analysis, the lower pass-by percentage of 40,9%
will be used which results in the following trip types for the proposed AutoZone store during the
P.M, peak hour:
P.M. Peak Hour
Daily Enter Exit Thtal
Pass-by Trips 183 9 9 18
Net Trips 265 12 13. 25
Total Trips 448 21 22 43
Based upon the County's Traffic Performance Standards, the project's radius of influence will be
as follows:
Test 1
Test 2
0.5 Miles
Directly Accessed Link
Trip Distribution/ Assil?nment
An estimated distribution pattern for the development-generated trips was determined as follows:
. To/from east on Lake Worth Road. , . , . , . . . . . . . , ., 50%
. To/from west on Lake Worth Road ... . . . . . . . . . . . . 50%
4
TABLE 1
AUTOZONE SITES
Transportation Survey Results
Snrvey Period 2:00 P.M. - 6:00 P.M.
Pass-by Trips 27 36 21
Diverted Trips 18 9 12
Primary Trips 20 II 27
Total 65 68 60
Net New Trip. 38 32 39
% Pass-by Trips 35,0%
% Net New Tr . . 65.0%
=~~~."'.'
-- ~'!Yc-.,
':,~';
Pass-by Trips 25 23 27
Diverted Trips 33 29 15
Primary Trips 17 15 20
Total 75 67 62
Net New Trip. 50 44 35
43.5%
56.5%
Pass-by Trips
Diverted Trips
Primary Trips
Total
Net New Trip.
% Pass-by Trips
'YoNetNewT.' s
32
9
40
81
35
11
46
92
57
40
7
34
81
41
Three Site Totals
Pass-by Trips
Diverted Trips
Primary Trips
Total
Net New Trips (Diverted + Prinuuy)
% Pass-by Trips
%NetNewT .
266
143
242
651
385
40.9%
59.1%
Traffic Planning at1dDesign./nc, 1998
This distribution pattern was used to assign the project's net trips to the US I links within a 0.5
mile radius of influence.
Impact Analysis
An impact analysis of daily traffic conditions for the project's buildout year was conducted as
shown in Table 2. This table shows that the project's new trips will represent 1.2% of the total
daily volume of the impacted roadway links consuming 0.72% of the LOS "D" capacity of these
links. In terms of P ,M. peak hour trips, the maximum impact of project traffic during this period
will be 13 vehicles on the directly accessed link of US I consuming of 0.45% of its LOS "D"
capacity .
Conclusions
This analysis was conducted to determine the traffic impact of a proposed AutoZone in Boy ton
Beach, Florida. Located on the east side of US I just south of Shore Drive, the proposed
development is for a 7,324 square foot auto parts sales building,
6
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o 0
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~._.._._------~_.._-~ --------~
The proposed development will generate a total of 265 net daily trips and 25 net P.M. peak hour
trips. The impact of these trips in the area will be negligible with project trips utilizing 0.72%
of the LOS "Dh ADT and 0.45 % of the Peak Hour LOS "D" of the impacted road link capacities
within the project's radius of influence. The highest amount of peak hour traffic by the proposed
development to utilize the directly accessed link of US 1 would be 13 net trips,
The development is proposed to be served by two access connections, one on US 1 and the other
on Shore Drive. The US 1 connection will be a right-inlright-out driveway and the Shore Drive
connection will be a full access driveway.
8
T !!,,~scn - maycr Englneerrng Ciroue. Inc. A
STORMWA TER CALCULATIONS
FOR
AUTOZONE
SECTION 22, TOWNSHIP 45 SOUTH, RANGE 43 EAST
CITY OF BOYNTON BEACH, PALM BEACH COUNTY
Bussen-Mayer Project Number: 292001
Cales By: RA. Brewer
Date: Mareh 31,1998
36836
100 PARNELL STREET . MERRI'IT ISLAND, FLORIDA 32953 . PH. NO,: 14071453,0010
PO, BOX 540429 . MERRITT ISLAND, FLORIDA 32954,0429 . FAX NO.. (407) 454,6885
General Description
The 1,75 ac, site is currently vacant land covered with trees, brush, and grasses. The
site soils are St. Lucie Urban Land Complex Sand, a Class A soil. The water table is
approximately 6,0 feet below the surface at the time of the soils borings,
The site is fully developed on the east side and borders the C-16 canal on the south.
The north line is adjacent to Shore Drive and the west side borders U,S, Highway No, 1,
The site is fairly level and ranges in elevation from 11,0 to 10.0 N,GVD, The site
drains towards the Boynton canal and will outfall excess stormwater to the canal in a
developed condition, The normal water level in the canal is 3,25 N,GVD. :1:.
Stormwater Criteria
The site is in the C-16 Canal District and will be restricted to 62,6 C,S.M, This equates
to 0.17 C.F,S. for the entire site, but will be exceeded due to the minimum size recovery
orifice, (The area of a 3" orifice).
The site will not be evaluated for Pre-development runoff due to the District Mandated
outfall restriction.
Desian Storm IFia, C-1-4)
The 25 Yr, - 72 Hr. Storm Event = 12" x 1,359 = 16,31"
The 100 Yr. - 72 Hr. = 15" x 1,359 = 20,39"
The finish floor will be evaluated based upon the 100 Yr. - 72 hr, storm event with no on-
site discharge occurring,
Boundarv Condition
The C-16 canal will be utilized as the tailwater/receiving water. The base elevation will
be 3.25 with a 25 year peak stage at 5.0 N,GVD,
Development Data
Site Area = 1,75 ac,
Building Area = 7234 s.f. (0.166 ac,)
Pavement Area = 34928 s.t. (0,8018 ac.)
Pollution Area = 0.8018 ac, (Impervious)
Directly Connected Impervious Area = 0.0%
Curve Number = Impervious = 0,9676 ac, x 98 = 94,82
Pervious = 0.7774 ac, x 39 = 30,32
125,14
CN = 125,14/1.745 = 71,72
Time of Concentration = use 15 minute minimum,
Reauired Storaae Volume for Drv Retention
1" over basin area of 1.745 ac. = 0,1454 ac. -ft OR
2.5" over the impervious area = 2,5" x 0.8018 ac, = 0.1670 aC.-ft
Dry Retention = 50% x 0,1670 acAt = 0,0835 ac.-fl.
The recovery orifice will be set at an elevation of 7,50 N.GVD. providing 0.1569 ac,-fl,
of storage. The rim or weir will be set above the peak stage of the storm so as not to
exceed the maximum outfall rate of 0.17 C,F,S, All discharge will occur through the
recovery orifice only,
Proposed Storaae Volume
Elevation
Area lac.)
Volume lac,-fl,)
Accumulated Volume lac.-fl.)
7
8
9
10
11
0,2817
0,3456
0,4141
0,4853
0,5587
o
0,3137
0.3799
0,4497
0.5220
o
0,3137
0,6936
1.1433
1.6653
~--~ .
~~_... -
l":~~ ... -.-
>, j-: :- 1"'1
"""- '-~
Coulltyhrt.:
"
"
, "
.~
.'--<">!'
.Sp,anidl Rivl'f Pirk
.~.
'^tJli
\ Joseph W Mayer
PROFESSIONAL ENGINEER NO.
=
~
""',~710~
L-Oc.AT10N MAP
~
~ ,u...n - may.r Inqln..rlng CirOUf>A
100 PAJtNZU,. STIt&ft . wmutr'1"t' ISLAND. P"LORIDA 3296~
PH. NO_: (407) 483-0010
of
Advanced Interconnected Channel & Po: outing (lCPR Ver 2.10) [1]
Copyright 1995, Streamline Technologies, Inc.
AUTOZONE/BOYNTON BEACH/PALM BEACH COUNTY/Z92001
25YR-72HR STORM EVENT
********** Basin Summary - 292001
...
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Spec Time Inc (m;n):
Camp Time Inc (min):
Rainfall File:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Conc. (min):
lag Time (hr):
Area (acres):
Curve Number:
OCJA (%):
Time Max (hrs):
Flow Max Ccfs):
Runoff Volume (in):
Runoff Volume (cf):
POSTDEV
BASE
POSTDEV
SB
5.00
5.00
SFWMD72
16.31
72.00
ONSJTE
15.00
0.00
1.75
71.72
0.00
59.92
11.26
12.38
78400
'2S--<R - 7"2. I-HZ,
**********************************************
"'1'D~61W'1-\
Advanced Interconnected Channel & Por 1uting (ICPR Ver 2.10) [1]
.Copyright 1995, Streamline Technologies, Inc.
AUTOZONE/BOYNTON BEACH/PALM BEACH COUNTY/292001
********** Input Report ********************************************************
--------Class: Node-------------------------------------------------------------
Name: BNDRY Base Flow(cfs): 0 Init StageCft): 3.25
Group: BASE Length(ft): 0 Warn StageCft): 5
Comment: C-16 CANAL ASSUMED TAILWATER ELEV.
TimeChrs) Stage(ft)
o 3.25
36 4
61 5 'BOUUO~'<
96 4
120 3.25
--------Class: Node-------------------------------------------------------------
Name: POSTDEV Base FlowCcfs): 0 Init StageCft): 7
Group: BASE lengthCft): 0 Warn Stage(ft): 11
Comment: DRY RETENTION AREA
StageCft)
7
8
9
10
11
Area(ac)
0.2817
0.3456
0.4141
0.4853
0.5587
1>'fl.'(
RE-rEN, ION AFJ2A
--------Class: Drop Structure---------------------------------------------------
Name: OUTFALL From Node: POSTDEV Length(ft): 45
Group: BASE To Node: BNDRY Count: 1
Outlet Cntrl Spec: Use dc or tw
Upstream Geometry: Circular
UPSTREAM
Inlet Cntrl Spec: Use dn
Downstream Geometry: Circular
DOWNSTREAM
Span(;n): 8
Rise(in): 8
InvertCft): 7
Manning's N: 0.012
Top Cl ip(in): 0
Bottom Clip(in): 0
8
8
5
0.012
o
o
Entrance Loss Coef: 0.5
Exit loss Coef: 0.5
Flow: Both
Equation: Aver Conveyance
Upstream FHWA Inlet Edge Description:
Circular: Beveled ring, 45% bevels
Downstream FHWA Inlet Edge Description:
Circular: Beveled ring, 45% bevels
3
A
3
A
TYPE C OUTFALL STRUCTURE
.Advanced Interconnected Channel & Por outing (JCPR Ver 2.10) [2J
copyright 1995, Streamline Technologies, Inc.
AUTOZONE/BOYNTON BEACH/PALM BEACH COUNTY/292001
********** Input Report ********************************************************
*** Weir 1 of 2
Count: 1
Type: Mavi s
Flow: Both
Geometry: Circular
for Drop Structure OUTFALL ***
Bottom Clip(in): 0
Top clip(in): 0
Weir Discharge Coef: 3.2
Orifice Discharge Coef: 0.6
!TABLE]
Span(in): 3 Invert(ft): 7.5 ..
Rise(;n): 3 Control Elev(ft): 7.5 ? ~r.\Ac.E:
*** Weir 2 of 2 for Drop Structure OUTFALL *** [TABLEl
Count: 1 Bottom Clip(in): 0
Type: Horiz. Top cl ip(in): 0
Flow: Both Weir Discharge Coef: 3.2
Geometry: Rectangular Orifice Discharge Coef: 0.6
Span( f n): 24 Invert(ft): 10.75 'R\M
Rise(in): 37 Control Elev(ft): 10.75
--------Class: Simulation---~---------------_._-----------------------..--------
C:\ICPR2\DATA\292001
Execution: 80th
Header: AUTOZONE/BOYNTON BEACH/PALM BEACH COUNTY/292001
25YR-72HR STORM EVENT
---------HYDRAULICS---.-------------------------HYDRDLOGY--------------------
Max Delta Z (ft): 10
Delta Z Factor: 0.5
Time Step Optimizer: 10
Drop Structure Optimizer: 10
Sim Start Time(hrs): 0
Sim End Time(hrs): 120
Min Calc Time(sec): 0.5
Max Calc Time(sec): 60
To Hour: Plnc(min):
57 180
64 60
120 360
,--------GROUP SELECTIONS----------------------------------.-----------------
+ BASE [01/17 180l
Override Defaults: No
72
Plnc(min):
60
To Hour:
Advanced Interconnected Channel & Por ~uting (ICPR Ver 2.10) [1]
'Copyright 1995, Streamline Technologies, Inc.
AUTOZONE/BOYNTON BEACH/PALM BEACH COUNTY/292001
25YR-72HR STORM EVENT
********** Node Maximum Conditions - 292001 ********************************************************************************
(Time units
Node
Name
- hours)
Group Max Time
Name Conditions
Max Stage
(ft)
Warning Max Delta Max Surface
Stage (ft) Stage (ft) Area (sf)
Max Time Max Inflow
Inflow (cfs)
-------------------------------------------------------------------_._~-_.._-----------------------_._----------------------
Max Time Max Outflow
Outflow (cfs)
BNORY BASE 61.00 5.00 5.00 0.0007 0.00 64.75
POSTDEV BASE 64.75 10.73 11.00 0.0303 23480.12 60.00
C t-AAlC.. <;;~
0.42
10.31
0.00
64.75
0.00
0.42
(
w~
OIJ"tFAu...
To c..-lb
Advanced Interconnected Channel & Por )uting (ICPR Ver 2.10) [1]
Copyright 1995, Streamline Technologie~, Inc.
AUTOZONE/BOYNTON BEACH/PALM BEACH COUNTY/292001
25YR-72HR STORM EVENT
********** Node Time Series by Time - 292001 ***********************************
Node
Name
Stage
(ft)
Surface
Ar.(ac)
[<--------,-------lnflow------------,--->I
Base Q Onsite Offsite Bndry Q link Q
(cfs) (cfs) (cfs) (cfs) (cfs)
Link
Out fl ow
(cfs)
------------------------------------------------------.-------------------------
*** Group: BASE Time 0.000: 0 hours 0 minutes 0 seconds
BNDRY 3.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00
POSTDEV 7.00 0.28 0.00 0.00 0.00 0.00 0.00 0.00 'F'Of>-r?\N'O ~'( R&.
*** Group: BASE Time 3.016: 3 hours 0 mi nutes 58 seconds eOU""O~'i 0 C.-L(.,.
BNDRY 3.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00
POSTDEV 7.00 0.28 0.00 0.00 0.00 0.00 0.00 0.00
*** Group: BASE Time 6.016: 6 hours 0 minutes 58. seconds
BNDRY 3.38 0.00 0,00 0.00 0.00 0.00 0.00 0.00
POSTDEV 7.00 0.28 0.00 0.00 0.00 0.00 0.00 0.00
*** Group: BASE Time 9.016: 9 hours 0 minutes 58 seconds
BNDRY 3.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00
POSTDEV 7.00 0.28 0.00 0.00 0.00 0.00 0.00 0.00
*** Group: BASE Time 12.016: 12 hours 0 minutes 58 seconds
BNDRY 3.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00
POSTDEV 7.00 0.28 0.00 0.00 0.00 0.00 0.00 0.00
*** Group: BASE Time 15.016: 15 hours o mi nutes 58 seconds
BNDRY 3.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00
POSTDEV 7.01 0.28 0.00 0.02 0.00 0.00 0.00 0.00
*** Group: BASE Time 18.016: 18 hours 0 minutes 58 seconds
BNDRY 3.63 0.00 0.00 0.00 0.00 0.00 0.00 0.00
POSTDEV 7.03 0.28 0.00 0.03 0.00 0.00 0.00 0.00
*** Group: BASE Time 21.016: 21 hours o minutes 58 seconds
BNDRY 3.69 0.00 0.00 0.00 0.00 0.00 0.00 0.00
POSTDEV 7.06 0.29 0.00 0.04 0.00 0.00 0.00 0.00
*** Group: BASE Time 24.016: day 0 hours 0 minutes 58 seconds
BNDRY 3.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00
POSTDEV 7.09 0.29 0.00 0.05 0.00 0.00 0.00 0.00
*** Group: BASE Time 27.016: day 3 hours 0 mi nutes 58 seconds
BNORY 3.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00
POSTDEV 7.15 0.29 0.00 0.08 0.00 0.00 0.00 0.00
*** Group: BASE Time 30.016: day 6 hours o mi nutes 58 seconds
BNDRY 3.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00
POSTDEV 7.23 0.30 0.00 0.09 0.00 0.00 0.00 0.00
*** Group: BASE Time 33.016: day 9 hours o minutes 58 seconds
BNDRY 3.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00
POSTDEV 7.31 0.30 0.00 0.10 0.00 0.00 0.00 0.00
.Advanced Interconnected ChanneL & Por. .outing (ICPR Ver 2.10) [2]
Copyri ght 1995, Streamline Technologies, Inc.
AUT020NE/BOYNTON BEACN/PALM BEACH COUNTY/292001
25YR-72HR STORM EVENT
********** Node Time Series by Time - 292001 ***********************************
1<- --.. ---- - - - - --- Inf low" - - - ---- - - --- - -> I Link.
Node Stage Surface Base Q Onsite Offsite Bndry Q Link. Q Outflow
Name (ft) Ar.Cac) Ccfs) (els) Ccfs) (cfs) (els) (cls)
--------------------------------------------------------------------------------
*** Group: BASE Time 36.016: day 12 hours o mi nutes 58 seconds
BNDRY 4.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
POSTDEV 7.39 0.31 0.00 0.11 0.00 0.00 0.00 0.00
*** Group: BASE Time 39.016: day 15 hours 0 minutes 58 seconds
BNDRY 4.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00
POSTDEV 7.48 0.31 0.00 0.12 0.00 0.00 0.00 0.00
*** Group: BASE Time 42.016: day 18 hours o mi nutes 58 seconds
BNDRY 4.24 0.00 0.00 0.00 0.00 0.00 0.01 0.00
POSTDEV 7.58 0.32 0.00 0.13 0.00 0.00 0.00 0.01
*** Group: BASE Time 45.016: day 21 hours o minutes 58 seconds
BNDRY 4.36 0.00 0.00 0.00 0.00 0.00 0.04 0.00
POSTDEV 7.66 0.32 0.00 0.13 0.00 0.00 0.00 0.04
*** Group: BASE Time 48.016: 2 days 0 hours o minutes 58 seconds
BNORY 4.48 0.00 0.00 0.00 0.00 0.00 0.06 0.00
POSTDEV 7.72 0.33 0.00 0.14 0.00 0.00 0.00 0.06
*** Group: BASE Time 51.016: 2 days 3 hours o mi nutes 58 seconds
BNORY 4.60 0.00 0.00 0.00 0.00 0.00 0.09 0.00
POSTDEV 7.78 0.33 0.00 0.19 0.00 0.00 0.00 0.09
*** Group: BASE Time 54.016: 2 days 6 hours 0 minutes 58 seconds
BNORY 4.72 0.00 0.00 0.00 0.00 0.00 0.12 0.00
POSTDEV 7.90 0.34 0.00 0.35 0.00 0.00 0.00 0.12
*** Group: BASE Time 57.016: 2 days 9 hours 0 minutes 58 seconds
BNORY 4.84 0.00 0.00 0.00 0.00 0.00 0.17 0,00
POSTDEV 8.13 0.35 0.00 0.61 0.00 0.00 0.00 0.17
*** Group: BASE Time 60.016: 2 days 12 hours o minutes 58 seconds
BNORY 4.96 0.00 0.00 0.00 0.00 0.00 0.33 0.00
POSTDEV 9.56 0.45 0.00 10.18 0.00 0.00 0.00 0.33
*** Group: BASE Time 61.016: 2 days 13 hours o mi nutes 58 seconds
BNDRY 5.00 0.00 0.00 0.00 0.00 0.00 0.40 0.00
POSTDEV 10.50 0.52 0.00 1.74 0.00 0.00 0.00 0.40
*** Group: 8ASE Time 62.016: 2 days 14 hours o minutes 58 seconds
BNORY 4.97 0.00 0.00 0.00 0.00 0.00 0.41 0.00
POSTDEV 10.64 0.53 0.00 0.92 0.00 0,00 0.00 0.41
*** Group: BASE Time 63.016: 2 days 15 hours o minutes 58 seconds
BNORY 4.94 0.00 0.00 0.00 0.00 0.00 0.41 0.00
POSTOEV 10.70 0.54 0.00 0.62 0.00 0.00 0.00 0.41
-Advanced Interconnected Channel & POI .outing (lCPR Ver 2.10) [3J
Copyright 1995, Streamline Technologies, Inc.
AUTOZONE/BOYNTON BEACH/PALM BEACH COUNTY/292001
25YR-72HR STORM EVENT
********** Node Time Series by Time - 292001 ***********************************
!<-,---------"",InfLow,------"-',---->1 link
Node Stage Surface Base Q Onsite Offsite Bndry Q link Q Outf low
Name (ft) Ar.(ac) (cfs) (els) (cfs) (ds) (els) (cts)
--------------------------------------------------------------------------------
*** Group: BASE Time 64.016: 2 days 16 hours 0 mi nutes 58 seconds
BNDRY 4.91 0.00 0.00 0.00 0.00 0.00 0.42 0.00
POSTDEV 10.72 0.54 0.00 0.57 0.00 0.00 0.00 0.42
*** Group: BASE Time 65.016: 2 days 17 hours 0 minutes 58 seconds
BNDRY 4.89 0.00 0.00 0.00 0.00 0.00 0.42 0.00
POSTOEV 10.73 0.54 0.00 0.36 0.00 0.00 0.00 0.42
*** Group: BASE Time 71.016: 2 days 23 hours o minutes 58 seconds
BNDRY 4.71 0.00 0.00 0.00 0.00 0.00 0.41 0.00
POSTOEV 10.64 0.53 0.00 0.24 0.00 0.00 0.00 0.41
*** Group: BASE Time 77.016: 3 days 5 hours 0 minutes 58 seconds
BNDRY 4.54 0.00 0.00 0,00 0.00 0.00 0.39 0.00
POSTOEV 10.Z9 0.51 0.00 0.00 0.00 0.00 0.00 0.39
*** Group: BASE Time 83.016: 3 days 11 hours 0 minutes 58 seconds
BNDRY 4.37 0.00 0.00 0.00 0.00 0.00 0.36 0.00
POSTDEV 9.92 0.48 0.00 0.00 0.00 0.00 0.00 0.36
*** Group: BASE Time 89.016: 3 days 17 hours o mi nutes 58 seconds
BNORY 4.20 0.00 0.00 0.00 0.00 0.00 0.33 0.00
POSTOEV 9.55 0.45 0.00 0.00 0.00 0.00 0.00 0.33
*** Group: BASE Time 95.016: 3 days 23 hours o mi nutes 58 seconds
BNDRY 4.03 0.00 0.00 0.00 0.00 0.00 0.30 0.00
POSTOEV 9.20 0.43 0.00 0.00 0.00 0.00 0.00 0.30
*** Group: BASE Time 101.016: 4 days 5 hours 0 minutes 58 seconds
BNDRY 3.84 0.00 0.00 0.00 0.00 0.00 0.26 0.00
POSTOEV 8.87 0.41 0,00 0.00 0.00 0.00 0.00 0.26
*** Group: BASE Time 107.016: 4 days 11 hours 0 minutes 58 seconds
BNORY 3.66 0.00 0.00 0.00 0.00 0.00 0.23 0.00
POSTOEV 8.56 0.38 0.00 0.00 0.00 0.00 0.00 0.23
*** Group: BASE Time 113.016: 4 days 17 hours 0 minutes 58 seconds
BNDRY 3.47 0.00 0.00 0.00 0.00 0.00 0.19 0.00
POSTDEV 8.28 0.36 0.00 0.00 0.00 0.00 0.00 0.19
*** Group: BASE Time 119.016: 4 days 23 hours 0 minutes 58 seconds
BHDRY 3.28 0.00 0.00 0.00 0.00 0.00 0.15 0.00
POSTDEV 8.04 0.35 0.00 0.00 0.00 0.00 0.00 0,15
*** Group: 9ASE Time 120.008: 5 days 0 hours o minutes 28 seconds
BHDRY 3.25 0.00 0.00 0.00 0.00 0.00 0.15 0.00
POSTDEV 8.01 0.35 0.00 0.00 0.00 0.00 0.00 0.15
Advanced Interconnected Channel & POI )uting (tCPR Ver 2.10) (1)
Copyright 1995, Streamline Technologies, Inc.
AUTOZONE/BOYNTON BEACH/PALM BEACH COUNTY/292001
100Y-72HR STORM EVENT/20.39"
********** Basin Summary - 292001 ********************l~:1:~*:**:r~*~*~**~~
...
____~~___MM_____M________________M______________________________________M___~___
Basin Name:
Group Name:
Noc:Ie Name:
Hydrograph Type:
Spec Time Inc (min):
Camp Time Inc (min):
Rainfall Fi le:
Rainfall Amount (in):
Storm Duration (hr):
Status:
Time of Cone. (min):
Lag Time (hr):
Area (acres):
Curve Number:
ocrA (%):
Time Max (hrs):
Flow Max (ds):
Runoff Volume (in):
Runoff Volume (cf):
POSTDEV
BASE
POSTDEV
SB
5.00
5.00
SFWM072
20.39
72.00
ONSITE
15.00
0.00
1.75
71.72
0.00
59.92
14.46
16.32
103368
Advanced Interconnected Channel & por )uting (ICPR Ver 2.10) [1]
Copyright 1995, Streamline Technologie~, Inc.
AUTOZONE/BOYNTON BEACH/PALM BEACH COUNTY/292001
100YR-72HR STORM EVENT/FINISH FLOOR OETERMINATION
********** Input Report ********************************************************
.-------Class: Drop Structure-----------------------------------..----------.---
Name: OUTFALL From Node: POSTOEV Length(ft): 45
Group: BASE To Node: BNDRY Count: 1
Outlet Cntrl Spec: Use dc or tw
Upstream Geometry: Circular
UPSTREAM
Inlet Cntrl Spec: Use dn
Downstream Geometry: Circular
DOI/NSTREAM
Span(in): 8
Rise(in): 8
Invert(ft): 7
Manning's N: 0.012
Top Clip(in): 0
Bottom ClipCin): 0
8
8
5
0.012
o
o
Entrance Loss Coef: 0.5
Exit Loss Coef: 0.5
Flow: Both
Equation: Aver Conveyance
Upstream FHWA Inlet Edge Description:
Circular: Beveled ring, 45~ bevels
Downstream FHWA Inlet Edge Description:
Circular: Beveled ring, 45~ bevels
3 A
3 A
[TABLE]
0
0
3,2 . FUJ<.V
'"3 O"K~~ foJO
0.6
TYPE C OUTFALL STRUCTURE
*** Weir 1 of 2 for Drop Structure OUTFALL ***
Count: 1 Bottom Cl ipCin):
Type: Mavis Top Cl ipCin):
~w: No Fl~ Weir Discharge Coef:
Geometry: Circular Orifice Discharge Coef:
Span(in): 3
RiseCin): 3
Invert(ft): 7.5
Control ElevCft): 7.5
*** Weir 2 of 2
Count: 1
Type:
<flow:
Geometry:
for Drop Structure OUTFALL ***
Bottom ClipCin): 0
Top Cl ip(in): 0
Weir Discharge Coef: 3.2
Orifice Discharge Coef: 0.6
[TABLE]
Horiz
No Flow':::>
Rectangular
SpanCin): 24
Rise(in): 37
Invert(ft): 10.75
Control Elev(ft): 10.75
1(1M.
No FI..l>W
. Advanced Interconnected Channel & Por .Juting (ICPR Ver 2.10) [2]
Copyright 1995, Streamline Technologies, Inc.
AUTOZONE/BOYNTON BEACH/PALM BEACH COUNTY/292001
100YR-72HR STORM EVENT/FINISH FLOOR DETERMINATION
********** Input Report ********************************************************
--- - --- .Class: Simulati on- - --- - - ---- - - --- - - -- -. -- ~ ~ ~ ~ -------- - - ---- - - --- -.. --- --
C;\ICPR2\OATA\292001
Execution: Both
Header; AUTOZONE/BOYNTON BEACH/PALM BEACH COUNTY/292001
100Y-72HR STORM EVENT/20_39"
.--------HYDRAULICS-------------------",-------HYDROLOGY-----"'---,.-------
Max Delta Z (ft): 10
Delta Z Factor: 0.5
Time Step Optimizer: 10
Drop Structure Optimizer: 10
Sim Start Time(hrs): 0
Sim End Time(hrs): 120
Min Calc Time(sec): 0.5
Max Calc Time(sec): 60
To Hour: PInc(min):
57 180
64 60
'20 360
-----,---GROUP SELECTIONS--------------,---'------------------------'--------
+ BASE [01/17/80l
Override Defaults:
Storm Dur(hrs):
Rain Amount(in):
Rainfall File:
Yes
72
20.39
SFlmD72
To Hour:
72
Plnc(min):
60
Advanced Interconnected Channel & Por luting (lCPR Ver 2.10) [1]
Copyright 1995, Streamline Technologies, Inc.
AUTOZONE/BOYNTON BEACH/PALM BEACH COUNTY/292001
100Y-72HR STORM EVENT/20.3911
********** Node Maximum Conditions - 292001 ********************************************************************************
(Time units
Node
Name
- hours)
Group Max Time
Name conditions
Max Stage Warning
(ft) Stage (ft)
Max Delta Max Surface
Stage (ft) Area (sf)
Max Time Max Inflow
Inflow (cfs)
Max Time Max Outflow
Outflow (cfs)
--------------------------~---------------------_._.~~.--------------.--------.-----------..-----------------~-_._----------
BNDRY BASE 61.00 5.00 5.00 0.0007 0.00 0.00 0.00 0.00 0.00
POSTDEV BASE 72.02 12.58 11.00 0.0343 29394.06 60.00 13.23 0.00 0.00
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