REVIEW COMMENTS
APPLICATION TRACKING LOG
PROJECT TITLE: Steak 'n Shake FILE #: CO US 98-005
PROJECT LOCATION: Southwest comer of Old BOYnton Rd lit Winchester Park Blvd.
TYPE OF APPLICATION: Conditional Use
PUBLIC NOTICE REOUlRED: CY/N) 0 REVIEWER'S NAME
AGENT: James Harlow, Fl. En..... lit Env. Services. Inc. ADDRESS: 4519 George Rd, Ste 130, Tampa, FL 22634
AGENT PHONE: 813-880-9106 FAX: 813-880-9055
DATE REC'D: 9/30/98 AMOUNT:
RECEIPT NO.:
12 SETS OF PRE-ASSEMBLED PLANS SUBMITTED FOR REVIEW:
o
o
o
o
o
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:
DRAINAGE PLAN
ELEVATION VIEW DRAWINGS
COLORED ELEVATIONS RECEIVED
MATERIAL SAMPLES RECEIVED
PHOTOGRAPHS RECEIVED
DATE DENIED:
DATE OF LETTER TO APPLICANT IDENTIFYING SUBMISSION DEFICIENCIES:
DATE OF SUBMITTAL ACCEPTANCE LETTER:
I RETURN DATE: 10/15/98
I MEMO NO. 98-285
I INITIAL 1ST REVIEW MEMO: DATE SENT:
1 ST REVIEW COMMENTS RECEIVED
PLA S MEMO# P NS MEMO# DATE
UTIL. -<1 POLICE D
P.W. '3'. PLANNING 0
PARKS 0 BLDG/ENGR 0 crz.3 ~ ~
FIRE 0 <'-:3'7CI FORESTER -" JC1 ;;-
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:
o
o
o
o
o
o
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
ELEVATION VIEW DRAWINGS
COLORED ELEVATIONS RECEIVED
MATERIAL SAMPLES RECEIVED
TRANSPARENCY RECEIVED
PHOTOGRAPHS RECEIVED
RETURN DATE:
MEMO NO,
2nd REVIEW COMMENTS RECEIVED
PLANS MEMO# DATE PLANS MEMO# DATE
UTIL. 0 POLICE 0
P.W. 0 PLANNING 0
PARKS 0 BLDG/ENGR ~ f1<1-?'n 111.1
FIRE 1'1' '(f'...J'71 1/ If' FORESTER [If 1114
'1 &or ;;"<'501 J 1)1 '--'
l!t~ 11-;~3( _llj3c'
LAND DEVELOPMENT SIGNS PLACED AT THE PROPERTY, DATE SENT / SIGNS INSTALLED:
DATE:
BOARD:
BOARD MEETING DATE:
CITY COMMISSION: 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
PltlDER TROOTMAtI COtlSOLTltlG. Itlc.
Transportation Planners and Engineers
2324 South Congress Avenue, Suite 1 H
West Palm Beach, FL 33406
(561) 434.1644 Fax 434-1663
Email: pindertroutman@msn.com
January 6, 1999
,~, ~..~~
,," G ..,,~
Mr, AI Federico, P.E.
Palm Beach County Traffic Division
160 Australian Avenue
Suite 303
West Palm Beach, Fl 33406
RE: Boynton Steak 'N Shake. #PTC98.99
Dear Mr. Federico:
Enclosed, for your review, is a copy of the traffic impact analysis for the above referenced project. The
project is located in the southeast quadrant of the Winchester Park Boulevard/Old Boynton Road
intersection in the City of Boynton Beach, If you have any questions, please do not hesitate to contact
this office,
nclosure
cc: Michael Rumpf wI enclosure
Hank Kirkland wI enclosures
D,IPRO)ECT F1lES\PTClPTC98-99\letters
BOynTOn STEAK on SHAKE
conCURREnCY TRAFFIC IMPACT AnALYSIS
Prepared for
STEAK 'N SHAKE. INC.
Pr.pared by
PINDER TROOTMAN CONSOL TING. INC.
1314 Soath Congress Avena.. Salt. 1 H
West Palm Beach. FL 33406
. Troutman, P,E,
gi ration #45409
#PTC98.99
Dec.mber 11. 1998
BOYNTON STEAK 'N SHAKE
CONCURRENCY TRAFFIC IMPACT ANALYSIS
Introduction
Pinder Troutman Consulting. Inc. has been retained to conduct a traffic impact analysis for a
proposed 3,690 SF Steak 'N Shake restaurant in the City of Boynton Beach, The purpose of
this study is to determine if the proposed development meets the requirements of Article 15,
Traffic Performance Standards, of the Palm Beach County Unified Land Development Code
(ULDC).
Site Data
The site is located in the southwest quadrant of the Old Boynton Road / Winchester Park
Boulevard intersection as shown on Exhibit 1. Access to the proposed project is via one (1)
right in/right out connection to Old Boynton Road and one (1) right in only connection and
(1) right out only connection to Winchester Park Boulevard, Year 2000 conditions were
examined for this analysis.
Existing (1997/98) Traffic Conditions
Exhibit 2 provides the 1997/98 annual average daily traffic (MDT) volumes for the
surrounding roadway network as compiled by the Metropolitan Planning Organization (MPO)
of Palm Beach County. Peak hour traffic volumes were determined by applying a 'K' factor
of 9.3% to the MDT volumes, These volumes are also shown on Exhibit 2 along with
roadway lanes, levels of service (LOS) and the adopted LOS 0 service volumes,
Project Traffic
Trip Generation
Section 10,8, Fair Share Road Impact Fees, of the Palm Beach County UlDC and the
Institute of Transportation Engineers (IT E), Trip Generation, 6th Edition were reviewed
to determine acreptable daily trip generation rates for the proposed project No trip
generation rates were available for this type of restaurant which provides waitress
service within the restaurant and drive-through window service, The County has
1
approved a daily trip generation rate of 357.58 per 1,000 SF with 41% pass-by based
on studies conducted by Lincks & Associates, Ine. Peak hour trip generation rates
were obtained from ITE, Trip Generation, 6th Edition based on the peak hour to daily
ratio for a high-turnover sit-down restaurant Exhibit 3 provides the daily, AM and
PM peak hour trip generation data for the proposed development For Traffic
Performance Standards purposes, based on the net new external daily trip generation
of 778, the Test 1 radius of development influence is one (1) mile, The Test 2 radius
of development influence for the proposed development is the directly-accessed link.
Trip Distribution and Assignment
A directional distribution was developed based on review of land use patterns and
existing travel patterns. Exhibit 4 shows the assignment of daily and peak hour
project traffic as well as the project impact percentage (% of daily adopted service
volume).
Future Traffic Conditions
Roadway Improvements
A review of the Transportation Improvement Program (FY 1999-2003) from the MPO
of Palm Beach County, adopted June 24, 1998, and the Palm Beach County Five
Year Road Program, adopted June 25, 1998, was undertaken, Lawrence Road from
Boynton Beach Boulevard to Gateway Boulevard is scheduled for construction in
Fiscal Year 2000-01 to be widened to five (5) lanes,
Background Traffic
Historic growth trends and Major Project traffic must be analyzed in the projection of
future background traffic volumes. Historic growth data is provided on Exhibit 5 for
the surrounding roadway links, Major Project data, compiled by Palm Beach County,
was reviewed. No Major projects are projected to have a 10% impact on the study
area roadways within the analysis time frame of the proposed development
Background growth projections based on historic data account for traffic associated
with the committed developments in the area,
2
Traffic Performance Standards Analysis
Test 1 (Link Test)
This first test of the Traffic Performance Standards examines jf any roadway links
required to be analyzed are projected to operate below adopted level of service
standards. Exhibit 6 shows future daily, AM and PM peak hour traffic conditions for
the analyzed roadway links of lake Worth Road and Military Trail. All analyzed
roadway links are projected to operate above the adopted Test 1 level of service
standards, therefore, the requirements of Test 1 are met.
Test 2 (Model Test)
The second test examines traffic conditions based on model projections that are
developed and maintained by Palm Beach County. The directly-accessed link of Old
Boynton Road is not a Test 2 deficiency, Therefore, the requirements of Test 2 are
met.
Intersection Analysis
Major intersections for which a proposed development adds more than 10% of the
total traffic on any link connecting a major intersection are required to be analyzed,
No major intersections meet this requirement based on the proposed development's
impact.
Driveway Volumes
AM and PM peak hour project driveway volumes are provided on Exhibit 7.
Conclusions
This analysis shows that the proposed development meets all of the requirements of the
Traffic Performance Standards of Palm Beach County,
3
EXHIBITS
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GATEWAY BOULEVARD
N.T.S.
OlD BOYNTON ROAD
SITE
BOYNTON BEACH BOULEVARD
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WOOLBRIGHT ROAD
eOlF ROAD lSW 23rd AVENUE)
12/21/98
BOYNTON
STEAK'N SHAKE
EXHIBIT 1
PROJECT LOCATION
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14300
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6LD BOYNTON BEACH BOULEVARD
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GATEWAY BOULEVARD
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LEGEND
4LD . RO/UNVAY lANES
16104 0- DAilY TRAFFlC AND LOS
31'00 - DAilY ADOPTED
SERVICE VOLUME
14980- PEAK HOUR TRAFFIC AND LOS
2890 . PEAK HOURAOOPTED
SERVICE VOLUME
- PEAKSEASQNCOUNT DATA
12/21/98
BOYNTON
STEAK'N SHAKE
EXHIBIT 2
EXISTING (1997/98) TRAFFIC CONDITIONS
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N.T.S.
5%
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3 156
3 11
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272 0.3%
8% 15% 19 10%
62 117 22 78
4 8 0.9% 6
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OLD BOYNTON RO~ ~ 3
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LEGEND
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272 . DAILY P/lDJEO TRAFfIC
19 .AMPEAKHOUR
PROIEO TRAFfIC
22 . PM PEAK HOUR
PROJECT TRAFFIC
0.9% . % OF DAilY ADOPTED
SERVICE VOlUME
~
12/21/98
~
BOYNTON
STEAK 'N SHAKE
EXHIBIT 4
PRO ECT TRAFFIC ASSIGNMENT
- .-'- ----.-------.....---- -- ._'~~---
Exhibit 5
Boynton Steak 'N Shake
Historic Growth
#PTC9B-99
growth
12/21/98
Page 1 of 1
Dailv Traffic Volumes Growth
Roadwav 1994/95 1997/98 Rate
Old Boynton Rd
Lawrence Rd to Congress Ave 11,962 16,104 10.42% /Year
Congress Ave to Boynton Beach Blvd 8,860 11,392 8.74% /Year
Boynton Beach Blvd
Lawrence Rd to Congress Ave 30,940 32,291 1.43% /Year
Congress Ave to Old Boynton Rd 29,135 30,694 1.75% /Year
Congress Ave
Gateway Blvd to Old Boynton Rd 38,680 42,189 2,94% /Year
Boynton Beach Blvd to Woolbright Rd 29,091 30,898 2,03% /Year
Lawrence Road
Gateway Blvd to Old Boynton Rd 10,652 11,934 3.86% /Year(l)
Boynton Beach Blvd to Woolbright Rd 5,158 6,590 10.30% /Year(2)
(1) Utilized available MOTs for 1993/94 and 1996/97,
(2) Utilized available MOTs for 1995 and 1997/98.
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SUBSURFACE EXPLORATION REPORT
STEAK 'N SHAKE RESTAURANT PROJECT
BOYNTON BEACH, FLORIDA
Ardaman & Associates, Inc.
OFFICES
Orlando, 8008 S. Orange Avenue, Orlando, Florida 32809, Phone (407) 855-3860
Bartow, 1525 Centennial Drive. Bartow. Florida 33830, Phone (941) 533-0858
Cocoa, 1300 N. Cocoa Blvd., Cocoa. Florida 32922. Phone (407) 632-2503
Fort Lauderdale, 3665 Park Central Boulevard North. Pompano Beach. Florida 33064. Phone (954) 969-8788
Fort Myers, 9970 Bavaria Road. Fort Myers, Florida 33913. Phone (941) 768-6600
Miami, 2608 W. 84th Street. Hialeah. Florida 33016, Phone (305) 825-2683
Port Charlotte, 740 Tamiami Trail. Unit 3. Port Charlotte. Florida 33954. Phone (941) 624-3393
Port St, Lucie, 1017 S.E. Holbrook Ct.. Port St. Lucie, Florida 34952. Phone (561) 337-1200
Sarasota, 2500 Bee Ridge Road, Sarasota. Florida 34239, Phone (941) 922-3526
Tallahassee, 3175 West Tharpe Street. Tallahassee. Florida 32303. Phone (850) 576-6131
Tampa, 1406 Tech Boulevard, Tampa. Florida 33619, Phone (813) 620-3389
West Palm Beach, 2511 Westgate Avenue. Suite HI, West Palm Beach, Florida 33409. Phone (561) 687-8200
MEMBERS:
A.S.F.E
American Concrete Institute
American Society for Testing and Materials
Florida Institute of Consulting Engineers
:-:
Ardaman & Associates, Inc.
File No, 98-2230
October 27, 1998
Geotechnical, Environmental and
Materials Consultants
Florida Engineering and Testing Services, Inc.
4519 George Road
Suite 130
Tampa, Florida 33634
Attention: Mr. Hank B. Kirkland, III
SUBSURFACE EXPLORATION REPORT
STEAK 'N SHAKE RESTAURANT PROJECT
BOYNTON BEACH, FLORIDA
In accordance with your request and authorization, Ardaman &
Associates, Inc. has completed a subsurface exploration and
geotechnical studies of the above captioned project site. We
explored the general subsurface conditions in order to evaluate
their suitability for the proposed restaurant facility, to obtain
a measure of pertinent engineering properties of subsurface
materials, and to provide recommendations for site preparation
and foundation design. Our work included Standard Penetration
Test (SPT) borings, solid-stem auger borings, one field
permeability test, laboratory testing, and engineering analyses.
This report describes our explorations and tests, reports their
findings, and summarizes our conclusions and recommendations.
Environmental concerns, including (but not limited to) the
possibility that hazardous materials or petroleum-contaminated
soils or groundwater may be present on the subject site, were not
included in the scope of work.
In summary, based on our explorations and studies, we conclude
that the soils on this site are adequate to support the proposed
construction on conventional spread foundations, provided that
the site is prepared as recommended in this report. Footings may
be proportioned for a maximum bearing stress of 2,500 pounds per
square foot [psf]. They may bear either on the existing ground
or on fill or backfill, properly compacted, as described herein,
For foundations designed and constructed as recommended, we
expect maximum settlements less than one-half inch. The
settlements due to the dead load of the structure should occur
rapidly as it is erected and should have virtually ceased by the
time construction is completed.
Our report has been prepared specifically for this project. It is
intended for the exclusive use of Florida Engineering and
Environmental Services, Inc, (FEES), and their representatives.
2511 Westgate AVAnUt'. Suite 10, West Palm 8each Florida 33400 Phone ('161) R87-8200 FAX (5611640 7375
Offices m. Bll.rtow. COCOi'), Fori Lauderdale, Furl Myers, Miami, Orlando, Port Charlotte. Port 51. Lucie, Sari'lcot:\, Tal13hassee. Tampa, W Palm Beach
Page 2
Our work has used methods and procedures consistent with local
foundation engineering practices. No other warranty, expressed
or implied, is made. We do not guarantee project performance in
any respect, only that our work meets normal standards of
professional care,
SITE LOCATION AND DESCRIPTION
The site is located in Section 19, Township 45 South, and Range
43 East in Boynton Beach, Palm Beach County, Florida. A site
vicinity map is presented as our Figure 1. The site is bordered
by Winchester Park Boulevard to the east and Old Boynton Road to
the north. To the south lies farmland, and Florida Gas
Transmission Company's "Boynton Beach Measurement Station" abuts
the site to the west.
The site is relatively level and covered with grass, low-creeping
weeds and sand. Fill material is stock-piled near the
southwestern corner of the site, and a large pile of soil and
debris is located on the western most part of the site, A few
inches of standing water was observed in the southern most third
of the site. The site is encompassed by a chain link fence.
PROJECT DESCRIPTION
We have examined a site sketch provided to us by FEES on October
22, 1998. This sketch has been reproduced as our Boring Location
Plan, Figure 1 and shows the location of the proposed one-story
Steak 'N Shake Restaurant with its associated parking areas. We
understand that this structure will have a combination of weight-
bearing masonry walls and isolated columns. For construction of
this type, we expect maximum wall loads on the order of 2-4 kips
per lineal foot and maximum column loads of about 80 kips.
We expect that finish grades on the ground floor will be within
2 feet of the existing ground surface.
FIELD EXPLORATION
To explore subsurface conditions at the site, four (4) Standard
Penetration Test (SPT) borings and four (4) solid-stem auger
borings were ];1erformed at the locations shown on the Boring
Location Plan, Figure 2. The SPT borings were completed at
depths of 15 feet, and the auger borings at depths of 5 feet
below the existing ground surface. This work was performed on
October 23, 1998. The work was performed in accordance with the
procedures recommended in ASTM D-1586 (SPT borings) and ASTM D-
1452 (auger borings). The boring logs and a description of our
drilling and testing procedures are included in the Appendix.
The boring locations were laid out by our field crew by tape
measurements from the property corners as marked by the chain
link fence. We estimate that the actual boring locations are
within about 20 feet of the locations shown in Figure 2. If you
need to know the boring locations more accurately, we recommend
that you retain a surveyor,
Page 3
Our drillers examined the soil recovered from the SPT sampler and
maintained a log for each boring. The soil samples were taken to
our laboratory where they were inspected and classified using
nomenclature consistent with the Unified Soil Classification
System (USCS). The soil classifications and other pertinent data
obtained from our explorations and laboratory examinations and
tests are reported on the boring logs in the Appendix.
The soil samples recovered from our explorations will be kept in
our laboratory for 60 days, then discarded unless you request
otherwise.
EXFILTRATION TESTS
In order to estimate the hydraulic conductivity of the upper
soils, one (1) constant head exfiltration test was performed at
the location shown on Figure 2. This test was performed in
accordance with methods described in the South Florida Water
Management District (SFWMD) Permit Information Manual, Volume IV.
Descriptions of the soils observed in the exfiltration test
borehole and the test results are presented in the Appendix.
SUBSURFACE CONDITIONS
The boring logs in the Appendix present a detailed description of
the soils encountered at the locations and the depths explored.
The soil stratification shown on the boring logs is based on
examination of recovered soil samples and interpretation of the
driller's field logs. It indicates only the approximate
boundaries between soil types. The actual transitions between
adjacent soil strata may be gradual and indistinct.
As shown by the boring logs in the Appendix, the soils on the
site at the locations and the depths explored consist generally
of loose to moderately dense dark brown to brown fine sand with
traces of organics from existing grade and to depths of about 13
feet. Here loose brown fine sand was encountered reaching the
termination depth of our borings.
USDA Soil Survey
The Soil Survey of Palm Beach County, Florida, which was issued
by the U.S. Department of Agriculture, Soil Conservation Service
in 1978, states that the predominant surficial soil types in the
area where the site is located are the Okeelanta muck (On) of the
Okeelanta Series, the Pompano fine sand (Po) of the Pompano
Series, and the Terra Ceia muck of the Terra Ceia Series.
Descriptions of these soil types and the soil series to which
they belong are attached to this report.
GROUNDWATER CONDITIONS
Our drillers observed groundwater in the boreholes at depths of
about 6 feet below the ground surface, as noted on the boring
logs in the Appendix, Fluctuations in groundwater level on this
Page 4
site should be anticipated throughout the year due to seasonal
variations in rainfall, and other factors. We expect that
groundwater conditions are controlled by rainfall events.
Groundwater levels somewhat above the present levels should be
expected after periods of heavy rains.
LABORATORY TESTING
The moisture contents and organic contents of representative
samples of the organic fine sand encountered at this site were
determined, and the results are summarized in Table 1 below.
These tests were performed in accordance with the recommendations
described in ASTM D-2974.
TABLE 1: Moisture and Organic Contents (percent of dry weight)
Sample ID Depth Moisture Content Organic Content
[feet] [%] [%]
B-2 #5 9.0 38.4 3 .1
B-3 #4 7 .0 31.2 2 .0
B-3 #5 9.0 41.2 1.7
B-4 #3 4 .5 17.5 4.8
DISCUSSIONS AND RECOMMENDATIONS
GENERAL
Based on the findings of our site exploration, our evaluation of
subsurface conditions, and judgment based on our experience with
similar projects, we conclude that the soils underlying this site
are generally satisfactory to support the proposed construction
on conventional spread foundations. However, in our opinion, the
bearing capacity of the loose near-surface sands should be
improved in order to reduce the risk of unsatisfactory foundation
performance. The general soil improvement we recommend can be
accomplished simply by proofrolling the site with a heavy
vibratory roller. Following are specific recommendations for
site preparation procedures, the design of foundation systems,
and the design of pavement sections.
Note that we did not encounter any deposits of soft, organic,
compressible materials in any of our borings. It appears that
the site may have been previously demucked, and that the traces
of organics encountered in our borings are remnants from such
demucking operations.
Page 5
SITE PREPARATION RECOMMENDATIONS
Clearing
The building areas within lines five feet outside building
perimeters, and the areas to be paved, should be cleared, grubbed
and stripped of all surface vegetation, trash, debris and
topsoil. Stumps should be removed entirely.
Densification
The cleared areas should be proofrolled with a 6-8 ton vibratory
roller that exerts a centrifugal linear load not less than 340
pounds per linear inch. Any soft, yielding soils detected should
be excavated and replaced with clean, compacted backfill that
conforms with the recommendations below. Sufficient passes
should be made during the proofrolling operations to produce dry
densities not less than 98 percent of the modified Proctor (ASTM
0-1557) maximum dry density of the compacted material to depths
of 2 feet below the compacted surface, or 2 feet below the bottom
of footings, whichever is lower. In any case, the building area
should receive not less than 10 overlapping passes, half of them
in each of two perpendicular directions.
After the exposed surface has been proofrolled and tested to
verify that the desired dry density has been obtained, the
building and pavement areas may be filled to the desired grades.
All fill material should conform to the recommendations below.
It should be placed in uniform layers not exceeding 18 inches in
loose thickness. Each layer should be compacted to a dry density
not less than 98 percent of its modified Proctor (ASTM D-1557)
maximum value.
Note that after completion of the general site preparation, when
excavations for the construction of foundations are made through
the compacted natural ground, fill or backfill, the bottoms of
the excavations are to be tamped so as to densify soils loosened
during or after the excavation process, or washed or sloughed
into the excavation prior to the placement of forms. A plate
tamper can be used for this final densification immediately prior
to the placement of reinforcing steel, with previously described
density requirements to be maintained below the foundation level.
After foundation forms are removed, backfill around foundations
should be placed in lifts six inches or less in thickness, with
each lift individually compacted with a plate tamper. The
backfill should be compacted to a dry density of at least 95% of
the modified Proctor (ASTM 0-1557) maximum dry density.
Page 6
TABLE 2: COMPACTION REQUIREMENTS
CONDITION MAXIMlIM EQUIPMENT MINIMlIM 'l; DENSITY
LIPT HEIGHT II OP COMPACTION TEST
(INCUllS) PASSES J)IlPTH
(I1'EE1:)
Initial 0 Heavy 10 98 2
Proofrol1ing Roller
Additional 18 Heavy 6 98 1
Fill to Grade Roller
Bottom of
Footing 0 Tamper 4 98 1
Excavations
Footing
Overexcavation 4 Tamper 4 98 1
Backfill
Backfill
Around
Foundations 6 Tamper 4 95 1
and Behind
Walls
. Percentage of modified Proctor maximum dry density - ASTM P-1557 AASHTO T-180
Fill Material
All fill material under the buildings and pavement should consist
of clean sands or fragmented limerock, free of organics and other
deleterious materials. The fill material should have not more
than eight percent by dry weight passing the u.s. No. 200 sieve,
and no particle larger than 3 inches in diameter. Backfill
behind walls (if any) should be particularly pervious, with not
more than 4 percent by dry weight passing the u.s. #200 sieve.
Erosion Control
Care must be exercised prior to, during and after construction to
prevent erosion effects or undermining of foundations. The
integrity of the raised building "pad" must hence be maintained
for a distance of at least five feet beyond the foundation
levels, with gutters disposing of rainfall runoff beyond the pad
limits.
Quality Control
In order to verify the contractor's compliance with the above
recommendations, all proofrolling and placement of compacted fill
and backfill should be observed and tested by Ardaman &
Associates, Inc.
Page 7
Additional Recommendations
Foundation concrete should not be cast over a foundation surface
containing topsoil or organic soils, trash of any kind, surface
made muddy by rainfall runoff, or groundwater rise, or loose soil
caused by excavation or other construction work, Reinforcing
steel should also be clean at the time of concrete casting. If
such conditions develop during construction, the reinforcing
steel grill must be lifted out and the foundation surface
reconditioned and approved by the Foundation Engineer.
FOUNDATIONS
After the foundation soils have been prepared in accordance with
the above site preparation recommendations, the site should be
suitable for supporting the proposed structure on conventional
shallow foundations proportioned for an allowable bearing stress
of 2,500 pounds per square foot [psf] , or less, However, all
continuous foundations should be at least 18 inches wide, and all
individual column footings should have a minimum width of 24
inches. Exterior foundations should bear at least 18 inches
below adjacent outside final grades.
Bearing Capacity and Settlements
Based upon the boring information and the assumed loading
conditions, we estimate that the recommended allowable bearing
stress will provide a minimum factor of safety in excess of two
against bearing capacity failure. With the site prepared and the
foundations designed and constructed as recommended, we
anticipate total settlements of one-half inch or less, and
differential settlement between adjacent similarly loaded
footings less than one-quarter of an inch. Because of the
granular nature of the subsurface soils, the majority of the
settlements should occur during construction; post-construction
settlement should be minimal.
We recommend that Ardaman & Associates, Inc. inspect all footing
excavations in order to verify that footing bearing conditions
are consistent with expectations.
Slab-On-Grade
After the ground surface is proofrolled and filled, if necessary,
as recommended in this report, the floor slab can be placed
directly on the prepared subgrade. In our opinion, a highly
porous base material is not necessary. We do recommend a plastic
vapor barrier at least six mils thick.
We recommend isolating the ground floor slab from column and wall
foundations. If a "monolithic" slab foundation system is
nevertheless desired, we would recommend additional tamping of
the foundation excavation bottoms, and if possible, the centering
of walls over the thickened slab edge. Note that if the walls
Page 8
are placed along the edges, they would produce an eccentric
loading that might induce minor settlements along the edge of the
footing. Such minor settlements would create tension stresses
and possibly a minor crack in the thin section of the slab in a
direction parallel to the wall.
Care must be exercised in installing control joints shortly after
placing the concrete, and in placing and maintaining the steel
reinforcement at its designated elevation within the floor slab.
PAVEMENT RECOMMENDATIONS
We recommend a pavement section consisting of
concrete wearing surface on a calcareous base course
stabilized subbase over well-compacted subgrade.
an asphaltic
supported on
After clearing and proofrolling the site surface as previously
recommended, the surficial soils should be suitable to support
the pavement sections. The subgrade material should be compacted
to a dry density of 98 percent of the modified Proctor (ASTM D-
1557 or AASHTO T-180) maximum dry density of the compacted soil
to a depth of one foot below the surface.
The subbase material to a depth of twelve inches should have a
Florida Bearing Value (FDOT FM F-517) greater than 50 and it
should be compacted to at least 98 percent of its modified
Proctor (ASTM D-1557 or AASHTO T-180) maximum dry density. The
surficial fine sand on this site does not appear to have the
required FBV value. Very likely, however, it can be improved so
that its FBV will exceed 50 psi by mixing it with either sludge
or shell fragments before compacting it. Otherwise, suitable
materials will have to be imported. The sub-base section may be
replaced by an extra thickness of base material.
The base course may be either crushed limerock or coquina,
whichever is more economical. It should have a Limerock Bearing
Ratio (FDOT FM F-515) greater than 100. We recommend a base
course at least six inches thick under standard pavement
(automobiles and light trucks) and at least nine inches thick
under heavy-duty pavement. The six-inch base course may be
placed and compacted in a single layer. The nine-inch base
course should be placed and compacted in two layers, All base
course material should be compacted to at least 98 percent of its
modified Proctor maximum dry density.
We recommend an FDOT Type S-l asphaltic wearing surface. It
should have a Marshall stability not less than 1000 pounds. We
recommend a wearing surface 1.5 inches thick on standard pavement
and 2.0 inches thick on heavy-duty pavement. The two-inch
wearing surface should be placed and compacted in two layers.
Care must be exercised to place the asphalt over dry, well primed
base material.
Page 9
These recommendations should provide high quality pavement. If
greater risk of more frequent pavement maintenance and repair is
acceptable, then the above recommendations could be relaxed
somewhat.
CLOSURE
This report has been prepared in accordance with generally
accepted local foundation engineering practice. The
recommendations submitted herein are based on the data obtained
from the soil borings presented in the Appendix and the assumed
loading conditions previously described. This report may not
account for all the possible variations that may exist between
conditions observed in the borings and conditions at locations
that were not explored. The nature and extent of any such
variations may not become evident until further explorations are
made or construction is underway. If variations are then
observed, we recommend that Ardaman & Associates, Inc. be
requested to inspect the actual site conditions and, if
necessary, re-evaluate the recommendations of this report.
In the event any changes occur in the design, nature or location
of any project facilities, Ardaman & Associates, Inc. should be
requested to review the conclusions and recommendations in this
report. We also recommend that we be requested to review the
final foundation drawings and earthwork specifications so that
our recommendations may be properly interpreted and implemented
in the contract documents.
It has been a pleasure to assist you on this phase of your
project. Please contact us whenever we may be of service to you,
and please call if you have any questions concerning this report.
Best regards,
ARDAMAN & ASSOCIATES, INC.
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Peter G. Andersen
Project Engineer
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Roberto E. Balbis, P.E.
Principal
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SUBSURFACE EXPLORATION
STEAK'N SHAKE PROJECT
BOYNTON BEACH, FLORIDA
OIIAWIIS"
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Okcclanta Series
The Okeelanta series consists of nearly level. very
poorl.," drained. organic soils in large freshwater
marshes and in small isolated depressions. These soils
formed in moderately thick deposits of hydrophytic
plant remains over sandy mineral material. Under na.
tural conditions, the soil is covered by water or the
water table is within 10 inches of the surface 6 to 12
months in most years, except during extended dry
periods,
In a representative pedon the surface layer is black
muck (sapric material) about 8 inches thick. Below
this is a layer of dark reddish brown muck that extends
to a depth of 31 inches. Next is a thick layer of very
dark gray fine sand that changes to light gray tine sand
at a depth of about 55 inches.
Permeability is rapid in the organic and mineral
layers. The available water capacity is very high in the
organic layers and low in the underlying sandy layers.
Natural fertility is moderate.
Representative pedon of Okee1anta muck, 2.75 miles
east of U.S. Highway 441 and about 4.75 miles north of
U.S. Highway 98, SWl/4SE1/4 sec. 19, T. 41 S., R.
38'E.
Gap--{) to 8 inches; black (N 2/0) muck (sapric material) ;
less than 10 percent fiber; weak fine and medium
granular structure; very friable; estimated mineral
content 10 percent; mildly alkaline; clear smooth
boundary.
Oa2-8 to 31 inches; dark reddish brown (5YR 2/2) muck
Csapric m:lterial); about 35 percent fiber, 10 per-
eent rubbed; massive; friable; estimated mineral
content 10 percent; mildly alkaline; clear smooth
boundary.
nCl--31 to 55 inches; very dark gray (lOYR 3/1) fine sand;
single grained; loose; -mildly alkaline; clear wavy
boundary.
IIC2---.55 to 65 inches; light gray (lOYR 7/2) fine sand;
single grained; loose; ma.ny fine shell fragments;
moderately alkaline, calcareous.
The Oa horizon is 16 to 40 inches thick. It is medium acin
to moderately alkaline when measured with a field test kit.
The pH is more than 4.5 if measured in O.OiM CaC12. The
Oa horiwn is black (N 2/0; 10YR 2/1; 5YR Z/I), dark
reddish brown (5YR 2/2, 3/2, 3/3), very dark brown (I0YR
2/2), or dark brown (lOYR 3/3, 4/3; 7.5YR 3/2) sapric
material (muek). Fiber content ranges from about 2 to 16
percent after rubbing. Mineral content ranges from about
10 to 30 percent.
The HC horizon is black (10YR 2/1) I very dark gray
(10YR 3/1), dark gray (10YR 4/t), gray (I0YR 5/1. 6/1),
grayish bro"-'n (10YR 5/2), or Ihtht l'tTay (lOYR 7/1, 7/2)
sand, fine sand, or loamy sand that has few to many fine
shell fragments. Many pedons have no shell fragments.
Sandy mineral material extends to a depth below 51 inches.
Okeelanta soils are associated with Terra Ceia, Okee-
chobee. Pahokee, Sanibel, and Tequesta soils. Unlike Okee-
chobee and Terra Ceia soils. Okeelanta soils have a sandy
IIC horizon within a depth of 40 inches. They have a sandy
lIe horizon rather than limestone underlying the organic
layer as in Pahokee soils. Okeelanta soils are of organic
origin, and Sanibel and Tequesta soils a.re of mineral origin
and have only a thin organic surface layer.
On Okeelanta muck. This is a nearly level, very poorly
drained, organic soil that has sandy mineral material within a
depth of 40 inches. It is in large, fresh water marshes and
small, isolated depressions. It has the pedon described as
representative of the series. Under natural conditions, the soil
is covered by water, or the water table is within 10 inches of
the surface for 6 to 12 months in most years, except during
extended dry periods.
Included with this soil in mapping are small areas of Pahokee,
Lauderhill, Terra Ceia, Okeechobee, Sanibel, and Tequesta soils;
and soils that have a slightly higher fiber content and are less
well-decomposed.
The natural vegetation is sawgrass, ferns, fireflag, maidencane,
pickerelweed, and scattered areas of willow, elderberry, southern
bayberry, cypress, and custard apple. Large areas are in native
vegetation. Other areas are used for sugarcane, sod, and
improved pasture.
This soil is not suited to cultivation in its native state. If
good water control is established and maintained through a system
of dikes, ditches, and pumps, it is well suited to a wide variety
of vegetables and sugarcane. In addition to maintaining the
water control system, saturating the soil when crops are not
growing minimizes oxidation of the organic material. Fertilizer
and lime should be applied according to crop needs.
This soil is not suited to citrus. It has many soil properties
unfavorable to citrus, and the drainage needed for this crop
would cause rapid deterioration of the soil.
If intensively managed, this soil is well suited to high-quality
pasture of improved grasses and clover mixtures. Major
management concerns are providing a water control system to
remove excess surface water and to maintain the level of the
water table, adequately applying fertilizer and lime as required,
and carefully controlling grazing. Capability unit IIIw-11.
laken from USDA Soil Survey of Palm Beach County, Florida, 1978 Edition.
Pompano Series
The Pompano series consists of nearly level, poorly
drained, deep, sandy soils in broad, grassy sloughs,
concave depressions, and drainageways. These soils
formed in thick beds of sandy marine sediments. Under
natural conditions, the water table is within 10 inches
of the surface for 2 to 6 months in most years and
within 30 inches for more than 9 months. Water covers
depressions for more than 3 months in most years.
In a representative pedon the surface layer is dark
grayish brown fine sand about 8 inches thick. Below
this is light gray fine sand to a depth of about 32
inches, The next layer is pale brown fine sand about 20
inches thick, Below this is very pale brown fine sand
that extends to a depth of 80 inches or more.
Permeability is rapid in all layers. The available
water capaCity is very low. Organic-matter content and
natural fertility are low.
Representative pedon of Pompano fine sand, about
100 feet east of EI Rio Canal and about 0.45 mile
north of entrance road to Florida Atlantic University,
NW1/4NE1/4 sec. 18, T. 47 S., R. 43 E.
Ap---{) to 8 inchesi dark grayish brown (IOYR 4/2) crushed
fine sana; weak fine granular structure; very
friable; many uncoated sand grains; extremely
acid; clear wavy boundary.
CI~ to 32 inches; light gray (10YR 7/1) fine sand; single
grained i loose; very strongly acid; gradual smooth
boundary,
C2-32 to 62 inches; pale brown (10YR 6/3) fine "nd.
single grained; loose; very strongly acid; J.::rndll.i
wavy boundary.
C3-52 to 80 inches; very pale brown (lOYR 7/3~ fin" Sand
single grained; loose; very strongly aCid.
Reaction ranges from extremely add to mildly alki\lt~
throughout. The A horizon is very dark gray (10YI{ :\ I
N 3/0), dark gray (tOYR 4/1; N 4.0). gray (lOY I( " 1:
N 5/0), grayish brown (lOYR 5/2; 2.5Y. 5/2), or dark
grayish brown (lOYR 4/2; 2.5Y 4/2), It is 3 to 8 in('h.-.
thick.
The C horizon is grayish brown (lOYR 5/2, 2.5Y :)121.
brown (tOYR 6/3), pale brown (IOYR 6/3), very ~.I.
brown (IOYR 7/3, 7/4), light browni~h gray (IOYR "/21.
gray (lOYR 6/1, 6/1; N 6/0,6/0), or lIght gray (tOYR 7/1.
7/2), It has mottles in shades of.brown .or yellow.
Pompano soils are associated wl.th Basl!'ger, A.nclotC', 1m.
mokalee, Riviera, and Holopaw 50115. Unhk~ Basinger !tOtlc
they lack a friable Bh horizon we.akly stained by ?rJ{;uw'
matter. Pompano soils lack the thick, dark ~1 hOrizon of
Anclote soils and the weakly cemented Bh hOrizon or !nHn"
kalee soils. Pompano soils are sandy l? a depth of 80 In('h...
or more, and Riviera and Holopaw solIs are not.
Po - Pompano fine sand. This is a nearly level, poorly drained,
deep, sandy soil in broad, grassy sloughs, concave depressions,
and drainageways. It has the pedon described as representative
of the series. Under natural conditions, the water table is
within 10 inches of the surface for 2 to 6 months in most years
and within 30 inches for more than 9 months. Water covers
depressions for more than 3 months in most years,
Included with this soil in mapping are small areas of Basinger,
Anclote, Immokalee, Holopaw, and Riviera soils; and soils that
have a brownish yellow, ironstained layer.
The natural vegetation is southern bayberry, melaleuca, pineland
three-awn, sand cordgrass, and other grasses. Scattered cypress,
slash pine, and cabbage palm trees grow in some places. Some
areas are in improved pasture.
Unless drained, this soil is not suited to cultivated crops. If
drained and intensively managed, it is moderately well suited to
vegetation. A well-designed, constructed, and maintained water
control system maintains the level of the water table and
provides subsurface irrigation. Frequent applications of
fertilizer and lime are needed.
This soil is poorly suited to citrus, Because it is in low
positions and generally has a high water table, water control is
difficult. A well-designed water control system and bedding are
needed if citrus is planted. Fertility is difficult to maintain
because the soil is sandy and low in fertility. Frequent
applications of fertilizer are needed. During dry periods,
irrigation is needed to insure good yields.
If intensively managed, this soil is well suited to improved
pasture of grass or grass and clover. Major management concerns
are providing a water control system that is less intensive but
is otherwise similar to that system required for cultivated
crops, frequently applying fertilizer and lime as required, and
carefully controlling grazing. Capability unit IVw-1.
Taken from USDA SoiL Survey of Palm Beach County, Florida, 1978 Edition.
Terra Ceia Series
The Terra Ceia series consists of nearly level, very
poorly drained, organic soils in broad, fresh water
marsh areas. They formed in thick deposits of well.
decomposed remains of hydrophytic plants. Under
natural conditions, the soil is covered by water, or the
water table is within 10 inches of the surface for 6 to
12 months in most years, except during extended dry
periods.
In a representative pedon the surface layer is black
muck (sapric material) about 8 inches thick. Below
this is dark reddish brown muck that extends to a
depth of 65 inches or more.
Permeability is rapid. The available water capacity
is very high, and natural fertility is moderate.
Representative pedon of Terra Ceia muck, about 3.0
miles east of U.S. Sugar Corporation mill at Bryant,
Florida, and 2.75 miles north of U.S. Highway 98,
NEl/4NEI/4 sec. 6, T. 42 S" R. 38 E.
Oap-O to 8 inches; black (N 2/0) unrubbed and rubbed
muck (sapric material) j less than 5 percent fiber;
weak fine and medium granular structure; very
friable; common fine roots; about 17 percent
mineral material: medium acid (pH 5.7 in 1: 1
water, 5.3 in a.DIM CaC12) ; clear wavy boundary.
Oa2-8 to 65 inches; dark reddish brown (lOYR 2/2) un-
rubbed and rubbed sapric material (muck); about
30 percent fiber, 10 percent rubbed; fracture faces
resemble weak medium subangular blocky struc-
ture; friable; slightly acid (pH 6.3 in 1:1 water,
5,8 in O.OlM CaC12),
The Oa horizon is more than 51 inches thick. Reaction
ranges from medium acid to moderately alkaline when meas-
ured with a field test kit. The pH is more than 4.5 if meas-
ured in O.OIM CaCI2. Mineral content ranges from about 5
to 40 percent. The Oap horizon is black (N 2/0; 10YR 2/1;
5YR 2/1) or dark reddish brown (5YR 2/2, 3/2) and is 6
to 12 inches thick. The Oa2 horizon is black (N 2/0j 10YR
2/1; 5YR 2/1), dark reddish brown (5YR 2/2, 3/2, 3/3), or
very dark brown (10YR 2/2) and extends to a depth below
51 inches. The unrubbed fiber content commonly ranges from
25 to 45 percent, but may range to 65 percent. The rubbed
fiber content is 2 to 16 percent. Many pedons have a dark
reddish brown (.5YR 2/2, 3/2, 3/3, 3/4) Oe horizon belo\\'
a depth of 51 inches. Sandy, loamy, or clayey mineral mate-
rial mixed with shell fragments or limestone underlie the
organic material.
Terra Ceia soils are associated with Torry, Okeechobee,
Okeelanta, Pahokee, and Lauderhill soils. They have a
mineral content of less than 40 percent within a depth of 36
inches, and Torry soils do not. Unlike Okeechobee soils,
Terra Ceia soils have an Oa horizon that extends to below
a deJ!th of 51 inches. They lack the mineral IIe horizon that
is WIthin a depth of 51 Inches in Okeelanta soils, and the
limestone that is above a depth of 51 inches in Pahokee and
Lauderhill soils.
Tc - Terra Ceia muck. This is a nearly level, very poorly
drained, deep organic soil. The soil is in broad, freshwater
marsh areas. It formed on thick deposits of hydrophytic plant
remains. It has the pedon described as representative of the
series. Under natural conditions, the soil is covered by water,
or the water table is within 10 inches of the surface for 6 to 12
months in most years, except during extended dry periods.
Included with this soil in mapping are small areas of Pahokee,
Okeelanta, Okeechobee, and Torry soils; and small areas of soils
that have a layer of more fibrous, less decomposed organic
material more than 12 inches thick within a depth of 51 inches.
The natural vegetation is sawgrass, willow, elderberry, scattered
sweet bay and cypress trees, and undergrowth of fern,
pickerelweed, sedges, and water-tolerant grasses. Most areas of
this soil are in sugarcane, truck crops, or improved pasture.
This soil is not suited to cultivation in its native state, but
if good water control is established and maintained through a
system of ditches, dikes, and pumps, the soil is well suited to
vegetables and sugarcane. In addition to maintaining the water
control system, saturating the soil when crops are not growing
minimizes oxidation of the organic material. Fertilizer and lime
should be applied according to crop needs.
This soil is not suited to citrus. It has many soil properties
unfavorable for citrus.
If intensively managed, this soil is well suited to high-quality
pasture of improved grasses and clover mixtures. Major
management concerns are providing a water control system to
remove excess surface water and to maintain the level of the
water table, adequately applying fertilizer and lime as required,
and carefully controlling grazing. Capability unit IIIw-13.
Taken from USDA Soil Survey of Palm Beach County, Florida, 1978 Edition.
Subsurface Exploration Information
Our borings describe subsurface conditions only at the locations drilled and at the time
drilled. They provide no information about subsurface conditions below the bottom of
the boreholes. At locations not explored, surface conditions that differ from those
observed in the borings may exist and should be anticipated.
The information reported on our boring logs is based on our drillers' logs and on visual
examination in our laboratory of disturbed soil samples recovered from the borings, The
distinction shown on the logs between soil types is approximate only. The actual
transition from one soil to another may be gradual and indistinct.
The groundwater depth shown on our boring logs is the water level the driller observed
in the borehole when it was drilled. These water levels may have been influenced by
the drilling procedures, especially in borings made by rotary drilling with bentonitic
drilling mud. An accurate determination of groundwater level requires long-term
observation of suitable monitoring wells. Fluctuations in groundwater levels throughout
the year should be anticipated,
The absence of a groundwater level on certain logs indicates that no groundwater data
is available, It does not mean that no groundwater will be encountered at that boring
location.
STANDARD PENETRATION TEST BORINGS
The Standard Penetration Test is a widely accepted method of testing foundation soils
in place. The N-Value obtained from the test has been correlated empirically with
various soil properties. These empirical correlations allow satisfactory estimates to be
made of how the soil is likely to behave when subjected to foundation loads. Tests are
usually performed in the boreholes at intervals of five feet. In addition, our Firm
performs tests continuously in the interval directly below the expected foundation
bearing grade where the soil will be most highly stressed,
Boreholes where Standard Penetration Tests will be performed are drilled with a truck-
mounted CME 45 drill rig or aCME 55 drill rig, The boreholes are advanced by rotary
drilling with a winged bit that makes a hole about three inches in diameter. A bentonitic
drilling mud is recirculated in order to remove the cuttings and support the walls of the
borehole, The drag bit is specially modified to direct the mud upward and reduce
disturbance of the soil ahead of the bit.
Occasionally, running or squeezing ground is encountered that cannot be stabilized by
the drilling mud alone. In addition, drilling mud may be lost into the soil or rock strata
that are unusually pervious. In such cases, flush-coupled steel casing with an outside
diameter of about 3.5 inches is driven as a liner for the borehole.
After the borehole has been advanced to the depth where a Standard Penetration Test
will be perfonned, the soil sampler used to run the test is attached to the end of the drill
rods and lowered to the bottom of the borehole. The testing procedure used conforms
-I'"
closely to the methods recommended in ASTM 0-1586. The sampler used has a split-
barrel 24 inches long and an outside diameter of 2.0 inches. It is driven into the ground
below the bottom of the borehole using a hammer that weighs 140 pounds and falls 30
inches. The driller records the number of hammer blows needed to advance the
sampler in successive increments of six inches. The total number of blows required to
advance the sampler the second and third six-inch increments constitutes the test
result; that is, the N-value at the depth. The test is completed after the sampler has
been driven not more than 24 inches or when refusal is encountered, whichever occurs
first. Refusal occurs when 50 hammer blows advance the sampler six inches or less.
After the test is completed, the sampler is removed from the borehole and opened.
The driller examines and classifies the soil recovered by the sampler. He places
representative soil specimens from each test in closed glass jars or plastic bags and
takes them to our laboratory, In the laboratory, additional evaluations and tests are
performed, if needed. The driller's classifications may be adjusted, if necessary, to
conform more closely with the United Soil Classification System (USCS), Jar samples
are retained in our laboratory for sixty days, then discarded unless our clients request
otherwise,
After completion of a test boring, the water level in the borehole is recorded,
SOLID-STEM AUGER BORINGS
Solid-stem auger borings are used when a relatively large, continuous sampling of soil
strata close to the ground surface is desired. The testing procedure used conforms
closely to the methods recommended in ASTM 0-1452, A 4-inch diameter continuous
flight, helical auger with a cutting head at its end is screwed into the ground in 5 foot
sections. It is powered by the rotary drill rig. The samples are recovered by
withdrawing the auger out of the ground without rotating it. The soil samples so
obtained, are described and representative samples put in jars or bags and returned to
the laboratory for further classification and testing, if necessary.
HAND AUGER BORINGS
Hand auger borings are used, if soil conditions are favorable, when the soil strata are
to be determined within a shallow (approximately 5 foot) depth, or when access is not
available for our truck-mounted drilling equipment. A 3-inch diameter hand bucket
auger with a cutting head is simultaneously turned and pressed into the ground. The
bucket auger is retrieved at approximately 6-inch increments and its content emptied
for inspection. Sometimes post-hole diggers are used, especially in the upper 3 feet or
so. The soil samples obtained are described and representative samples put in jars or
bags and transported to the laboratory for further classification and testing, if necessary,
ENGINEERING CLASSIFICATION OF SOILS
The following tables relate N-values to a qualitative description of the relative soil
density.
bk
bkn
br
calc
cem
cmtn
cl
Very soft 0-2
Soft 3-4
Cohesive Soils Medium stiff 5-8
Stiff 9-15
Very stiff 16-30
Hard 31+
LEGEND FOR BORING LOGS
N: Number of blows to drive a 2-inch 00 split spoon sampler 12 inches
using a 140-pound hammer dropped 30 inches
R: Refusal (less than six inches advance of the split spoon after 50
hammer blows)
MC: Moisture content (percent of dry weight)
OC: Organic content (percent of dry weight)
PL: Moisture content at the plastic limit
LL: Moisture content at the liquid limit
PI: Plasticity index (LL-PL)
qu: Unconfined compressive strength (tons per square foot)
-200: Percent passing a No. 200 sieve (200 wash)
+40: Percent retained above a No, 40 sieve
US: Undisturbed sample obtained with a thin-wall Shelby tube
k: Permeability (feet per minute, unless otherwise noted)
DO: Dry density (pounds per cubic foot)
TW: Total unit weight (pounds per cubic foot)
ABBREVIATIONS USED ON BORING LOGS
black
broken
brown
calcareous
cemented
cementation
clay
crs coarse
dr dark
f fine
frag fragments
gr gray
gn green
med medium
orn
org
sl
si
v
w.
orange
organic
slightly
silty
very
with
STANDARD PENETRATION TEST BORING LOG
BORING B-1
PROJECT: STEAK 'N SHAKE RESTAURANT PROJECT
BORING LOCATION. AS PER PLAN
FILE NO. 96-2230
BORING B-1
ELEV. N/ A
DRILLER DG/RG
DATE DRILLEO: 10-23-98
WATER OBSERVED AT DEPTH 6 0 FEET
ELEVATION SOIL SYMBOLS SAMPLE N
BAWLER SYNBOLS SOIL DESCRIPTION NO VALUE
DEPTH AND FIELD TEST DATA
~O ''.4'.1\ 1/6 - DARK BROWN SLIGHTLY SILTY FINE SAND WITH A FEW CEMENTED 1
.~,t. 2/6 FRAGMENTS
3/6 5
7:' .I\~4I 3/6
'....i:: t':ti 3/6 DARK BROWN SlIGHTLY SILTY FINE SAND WITH A FEW CEMENTED 2
~. 3/6 FRAGMENTS WITH TRACES OF ORGANICS
.~.. 4/6 7
~. 6/6
6/6 3
8/6 OAJ:lK ~OWN FINE SANiJ
-5 10/6 18
13/6
~ :10/6 DARK BROWN FINE SAND WITH TRACES OF ORGANICS
7/6 4
6/6 13
6/6
4/6 5
5/6
5/6 10
-10 4/6
2/6 - LIGHT BROWN FINE SAND 6 6
2/6
4/6
-15 T
BORING COMPLETED AT DEPTH OF 15 FEET
FIELD TEST DATA ARE "BLO\irlS"{"INCHES DRIVEN". 140-LB HAMt-EA, 3D-INCH FAlL
Ardaman IS; Associates, Inc.
STANDARD PENETRATION TEST BORING LOG
BORING B-2
PROJECT: STEAK 'N SHAKE RESTAURANT PROJECT
WATER OBSERVED AT DEPTH 6 0 FEET
FILE NO. 98 2230
BURHIG B-2
ELEV. N/ A
DRILLER DG/RG
DATE DRILLED' 10-23 98
BORING LOCATION AS PER PLAN
ELEVATION SOIL SYMBOLS SAt-PLE N
SAt.PLER SYN80LS SOIL DESCRIPTION NO VALUE
DEPTH AND FIELD TEST DATA
-0 .'C~ 2/6 - DARK BROWN SLIGHtLY SILTY FINE SAND WITH A FEW CEMENTED I
..,1. 3/6 FRAGMENTS
4/6 7
T ? 6/6
6/6 - DARK BROWN FINE SAND WITH TRACES OF ORGANICS 2
6/6
6/6 12
6/6
4/6 3
c-5 5/6
7/6 12
9/6
-t- 5/6 - BROWN SLiGHTLY GRAYISH FINE SAND 4
6/6
5/6 11
4/6
3/6
3/6
4/6 BROWN FINE SAND WITH TRACES OF ORGANICS 5 7
-10 4/6 MC-38.4
OC~ 3.1
2/6 - BROWN FINE SAND 6 7
1)'/6
-15 : 4/6
l'
BORING COMPLETED AT DEPTH OF 15 FEET
FIELD TEST DATA ARE "BLOWS";"lNCHES DRIVEN". 140-L8 HAMI<'ER, 30-INCH FAlL
Ardaman 0: Associates, Inc.
STANDARD PENETRATION TEST BORING LOG
BORING B-3
PROJECT: STEAK 'N SHAKE RESTAURANT PRO,JECT
FILE NO. 98-2230
BORING B-3
ELEV N/A
DRIllER DG/RG
DA TE DRI llED: 10-23-98
BORING LOCATION. AS PER PLAN
WATER OBSERVED AT DEPTH 6 0 FEET
ELEVATION I SOIL SYMBOLS
SAMPLER SYNBOLS
DEPTH I AND FIELD TEST DATA
-0
-5
~
1-10
. "" I':A
..\-.,. 'Il
. ;,,'''f
. <
')'-'~ ?:
~ '..lo '"
.i. v.
~
~15
T
SOIL DESCRIPTION
SAMPLE N
NO VALUE
1
5
2
B
3
5
4 7
5 7
1/6
2/6
3/6
4/6
4/6
4/6
4/6
4/6
3/6
3/6
2/6
3/6
3/6
3/6
4/6
5/6
3/6
3/6
4/6
5/6
- BROWN SLIGHTLY REDDISH FINE SAND
- DARK BROWN FINE SAND WITH TRACES OF ORGANICS
-.j DARK BROWN SLIGHTLY GRAyiSH FINE SAND wnH TRACES OF
ORGANICS
MC=31.2 QC=2.0
- BROWN FINE sANa WITH ROOTS AND TR4CES OF ORGANICS
MC-41.2
oc- 1.7
~/~ - LIGHT BROWN FiNE SAND
4/6
6
7
BORING COMPlETEO AT DEPTH OF 15 FEET
FIELD TEST DATA ARE "BLOWS"/"INCHES DRIVEN". 140 LB HAMI-t=:R, 3D-INCH FALL.
Ardaman 0; Assoclates, Inc.
STANDARD PENETRATION TEST BORING LOG
60RmG 6-4
PROJECT: STEAK . N SHAKE RESTAURANT PROJECT
WATER OBSERVED AT DEPTH 6 0 FEET
FILE NO. 98-2230
BORING B 4
ELEV. N/A
DRILLER DG/RG
DATE DRILLED: 10 23-98
BORING LOCATION. AS PER PLAN
ELEVATION SOIL SYMBOLS SAt-PLE N
SAt-PLER S YN80LS SOIL DESCRIPTION NO VALUE
DEPTH AND FIELD TEST DATA
-0 1/6 - BROWNISH GRAY FINE SAND 1
2/5
2/6 5
3/5 -
3/5 DARK BROWN SLIGHTLY GRAYISH FINE SAND WITH TRACES OF 2
5/6 ORGANICS
B/6 13
12/6
'---' B/6 - 3
8/6 DARK BROWN FINE SAND WITH 1RACES OF ORGANICS
-5 12/6 MC..j7.5 20
15/6 DC.. 4 a
~ 7/6
11/6 4
9/6 20
7/6
4/6 5
5/6
6/6 11
-10 6/6
f-1f/6 - LIGHT BROWN FINE SAND 6 5
: 2/6
: 3/6
-15
BORING COMPLETED AT DEPTH OF 15 FEET
FIELD TEST DATA ARE "BLOWS"/"INCHES DRIVEN". 140-LB HAMMER. 3D-INCH FALL
Ardaman & Associates, Inc.
::-:
Ardaman & Associates, Inc.
AUGER BORING LOGS
File No. 98-2230
Project: Steak 'n Shake Restaurant Project
BORING NO. A-1
Date drilled: 10-23-98
Driller: DG/RG
Location: As per plan
DEPTH [ft]
0.0 - 20
2.0 - 5.0
SOIL DESCRIPTION
Dark brown fine sand with cemented fragments
Dark Brown fine sand with traces of organics
Groundwater not encountered
BORING NO. A-2
Date drilled: 10-23-98
Driller: DG/RG
Location: As per plan
DEPTH [ft]
0.0 - 2.0
2.0 - 5.0
SOIL DESCRIPTION
Dark brown fine sand with cemented fragments
Dark Brown fine sand with traces of organics
Groundwater not encountered
BORING NO. A-3
Date drilled: 10-23-98
Driller: DG/RG
Location: As per plan
DEPTH [ft]
0,0 - 2.0
2.0 - 5 0
SOIL DESCRIPTION
Dark brown fine sand with cemented fragments
Dark Brown fine sand with traces of organics
Groundwater not encountered
::-:
Ardaman & Associates, Inc.
BORING NO, A-4
Date drilled: 10-23-98
Driller: DG/RG
Location: As per plan
DEPTH [ft]
0.0 - 5.0
SOIL DESCRIPTION
Brown to dark brown fine sand with traces of organics
Groundwater not encountered
SFWMO
USUAL OPEN-HOLE TEST
-Q
Depth (ftl 5011 Description
00,00-04.00 Dark brown slightly silty fine
sand with traces of
construction debris i
~il,'l"'l"'l""'lll"lm'lm'l'l'l"'",l"l'l"l"1~1
i I
04,00-06.00 Brown fine sand
H2
Note: Borehole collapeed from 6 feet to 5,5 leet during
leet,
i----d-j
! I
I i
I
II
Water Table
Os
I
K =
4Q
,
rrd(2H,+4H,D.+H, d)
K = HYDRAULIC CONDUCTIVITY (CFS/FT2 -FT HEAD)
Q = "STABILIZED" FLOW RATE (CFS) 1.11
d = DIAMETER OF TEST HOLE (FEET) 0.5
H ,= DEPTH TO WATER TABLE (FEET) 6
D. = SA TURA TED HOLE DEPTH (FEET) 0
-5
4.49 x 10
x 10-3
EXFILTRATION TEST, EX-1
I~" .. Ardaman & Associates, Inc.
~ Geotechnical, Environmental and
c=J\.=:J l.4aleriols Consultonts
SUBSURFACE EXPLORATION
STEAK'N SHAKE PROJECT
BOYNTON BEACH, FLORIDA
fO/qiS
~'~230 I~~ I~
DEVELOPMENT DEPARTMENT
MEMORANDUM NO. PZ 98-333
TO: Chairman and Members
Planning and Development Board
Y1'1 rr'1C
FROM: Michael Rumpf
Acting Manager of Planning and Zoning
DATE: December 3, 1998
SUBJECT: Steak 'n Shake - COUS 98-005
Conditional Use - Restaurant with drive-thru
INTRODUCTION
James Harlow, agent for Steak 'n Shake, Inc. is requesting conditional use approval for a property under
contract by Steak 'n Shake, Inc. of Clearwater, Florida, as follows:
Location:
Southwest corner of Old Boynton Road and Winchester Park Boulevard
Land Use/Zoning:
Local Retail Commercial (LRC), Community Commercial (C-3)
Type of Use:
Sit down/drive-through restaurant
Number of Seats:
99
Square Footage:
Building: 3,690 square feet; Site: 1.083 acres
SURROUNDING LAND USES AND ZONING:
The surrounding land uses and zoning are as follows (see attached location map - Exhibit "A"):
North -
Old Boynton Road and farther north the Boynton Beach Mall zoned C-3;
East
Winchester Park Boulevard and farther east Boynton Commons zoned PCD;
South -
Vacant land zoned Agriculture; and
West
Gas transmission facility and farther west vacant land zoned Agriculture,
STANDARDS FOR EVALUATING CONDITIONAL USES:
Section 11.2,0 of the Zoning Code contains the twelve standards listed below, to which conditional uses
are required to conform. Following each standard is a staff evaluation of the application as it pertains to
the standards, The Planning and Development Board and City Commission shall consider only such
conditional uses as are authorized under the terms of these zoning regulations and, in connection
therewith, may approve conditional uses absolutely or conditioned upon the conditions including, but not
limited to, the dedication of property for streets, alleys, recreation space and sidewalks, as shall be
determined necessary for the protection of the surrounding area and the citizens' general welfare, or
deny conditional uses when not in harmony with the intent and purpose of this section. The proposed
use is deemed a conditional use solely based on the existence of a drive-thru feature, pursuant to
Chapter 2. Zoning, Section 6.B.1.gg, In evaluating an application for conditional use, the Board and
Commission shall consider the effect of the proposed use on the general health, safety and welfare of
the community and make written findings certifying that satisfactory provision has been made concerning
the following standards, where applicable:
f
Page 2
Steak 'n Shake
File No.: COUS 98-005
1. Ingress and egress to the subject property and proposed structures thereon, with particular
reference to automobile and pedestrian safety and convenience, traffic flow and control, and
access in case of fire or catastrophe.
As shown in Exhibit "B" - Proposed Site Plan, access to the site is proposed via one, two-way
driveway (right-out only) onto Old Boynton Road, and two, one-way driveways (one entrance-only
and one exit-only) onto Winchester Park Boulevard. Traffic flow on site consists of two-way
segments at the Old Boynton Road entrance and in front of the restaurant entrance, and one-way
segments throughout the remainder of the site as supported by angled parking.
Two parking lot variances have been concurrently requested, which are required given that the
proposed locations of two of the driveways do not meet the 180 feet setback requirement from
the intersection. The site is partially the cause of this situation, as property depth along Old
Boynton Road is only 167 feet, thereby precluding the ability to place a driveway on the north side
which conforms to the distance requirement. With respect to the second driveway that is within
180 feet from the intersection, two driveways are desired for the east side of the property in order
to separate ingress and egress traffic, and to reduce internal traffic conflicts. The southernmost
driveway meets the distance requirement; however, the northernmost driveway is placed in
alignment with an internal access isle, which locates it approximately 90 feet from the
intersection. Notwithstanding the issues related to hardship, which are being evaluated in
Department Memorandum #98-325, staff recognizes that lot depth precludes the ability to place
the driveway the maximum distance from the intersection. It must also be noted that the second
non-compliant driveway is part of a solution to internal circulation issues generated by lot
configuration, the drive-through feature, and the requirement that the drive-through feature not
face public rights-of-way (Chapter 9-Community Design Plan).
A review of anticipated traffic impacts has not been completed to date, which initiates the
condition of approval requiring confirmation from Palm Beach County that the project will conform
to the requirements of the traffic performance standards ordinance.
2. Off-street parking and loading areas where required.
Based on the square footage and seating proposed, 51 spaces are required. The applicant
proposes to provide 55 parking spaces including 3 handicapped spaces which exceeds the
requirements of code, As previously mentioned, angled parking is proposed which minimizes
required back-up distance and is designed in conjunction with one-way traffic flows.
3, Refuse and service areas, with particular reference to the items in subsection 1 and 2 above.
The dumpster location is proposed for the southwest corner of the parcel. The Public Works
Department has approved the location and enclosure.
4. Utilities, with reference to locations, availability, and compatibility.
All utilities are available to the site.
5, Screening, buffering and landscaping with reference to type, dimensions, and character.
The applicant is proposing site landscaping that exceeds the requirements of code, including 10
foot wide green spaces where only five feet is required, and five foot wide spaces where only 2.5
:J-
Page 3
Steak 'n Shake
File No,; COUS 98-005
feet is required, The ten foot wide green space along the rights-of-way was requested by staff to
coincide with the future development of the remainder of adjacent land which the comprehensive
plan requires to be development as a PCD or with similar buffering requirements. Other
characteristics of the proposed landscaping which exceed code requirements include the
additional accent plant materials placed within the landscape buffers, the foundation planting
placed along the entire perimeter of the building, and the continuation of the row of trees from the
street buffer along the two other sides that are only required to contain a hedge. The intensity of
landscaping is compatible with the existing new developments in the area such as the adjacent
Boynton Commons shopping center.
6. Signs, and proposed exterior lighting, with reference to glare, traffic safety, economic effect, and
compatibility and harmony with adjacent and nearby properties.
There is proposed one, 20-foot high pole sign measuring approximately one square foot less
(62.77 square feet) than the maximum 64 square feet allowed, placed at the northeast corner of
the property. The pole sign will include a simple square-shaped cabinet containing only the
restaurant name (white lettering on red) and measuring 42 square feet, and a reader board
mounted below the main cabinet and measuring 20 square feet. Proposed building signage
would occupy 63 square feet of the front (east) fa(fade above the entrance and consist of only the
restaurant name in red letters. Lighting will consist of five standard pole fixtures (height and type
required by condition) placed around the parking areas, lit signage, lit canopies, and neon along
the curved corner extensions to the building,
As discussed further under Item #8 below, the proposed building form and colors contrast with
the nearest commercial use (Boynton Commons) which is represented by pastel colors and
extensive architectural form and details. Although staff recognizes that the proposed project is a
product of standard and possibly inflexible corporate design requirements, Chapter 9, Community
Design Plan, requires that established architectural form within an area will be followed by
development within a two block area. To meet these design standards, and essentially reduce
the visual impact or extreme characteristics exhibited by the project, staff recommends that the
sign be converted to a monument sign not to exceed 8 feet in height, and the neon be eliminated
or covered by an opaque material. While the red lettering and accents are compatible with the
red colors within the signage for Boynton Commons, and on the signage and bay doors which
face this project from the Boynton Festive Center, the black colors, which would be even more
visible at night if lit, are unique to the area.
7. Required setbacks and other open spaces.
All code required setbacks are reflected on the proposed site plan. No open space requirements
are applicable,
8. General compatibility with adjacent properties, and other property in the zoning district.
This use is compatible with this area which is dominated by individual commercial uses and
shopping complexes; however; the project contains incompatibilities with established adjacent
architectural form by which it would be visually compared. For example, the awnings, bold colors
and simple architectural form proposed is acceptable compared to the TGI Friday's and KFC
restaurants located nearby on Congress Avenue; however, such elements contrast the pleasant
and unique details, and soft pastels colors seen on the adjacent Boynton Commons shopping
center. Although there are similarities between the proposed red color and the red used on the
Circuit City signage and bay doors, the awning material, emphasized with black stripes (staff
J
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EXHIBIT "e"
Conditions of Aooroval
Project name: Steak 'n Shake
File number: COUS 98-005
Reference: The olans consist of 10 sheets identified as 3rd Review. Conditional Use. File # COUS 98-005
with a November 19. 1998 Planning and Zoning Deoartment date stamp marking,
DEPARTMENTS INCLUDE REJECT
PUBLIC WORKS
Comments: None
UTILITIES
Comments:
1. All utilities easements shall be shown on the rectified landscaping
drawings so that we may determine which trees may interfere with
utilities, In general, palm trees will be the only tree species allowed
within utility easements. Canopy trees may be planted outside of the
easement so that roots and branches will not impact those utilities within
the easement in the foreseeable future. LOR See, 7,5-18.1 gives public
utilities the authority to remove any trees that interfere with utility
services, either in utility easements or public rights-of-way.
2. Dept. of Health permits will be required for the water system extensions
serving this project. (Sec. 26-12)
3, Fire flow calculations will be required demonstrating the City Code
requirement of 1500 g.p.m. as stated in LDR Chap, 6, Art. , Sec. 16, or
the requirement imposed by insurance underwriters, whichever IS
greater, (See Sec. 26-16(a)). Please submit these calculations with your
Health Department permit application and plans,
4. Sec. 26-34(E) ofthe City Code requires that a capacity reservation fee be
paid for this project either upon my request for signature on the Health
Dept. application forms or within 30 days of site plan approval,
whichever occurs first. This fee will be $790,02, based upon a 1-inch
meter.
5, Comp Plan policy 3C.3.4 requires the conservation of potable water.
City water may, therefore, not be used for irrigation where other sources
are readily available.
6. Water and sewer lines to be owned and operated by the city shall be
included within utility easements. Please show all existing or proposed
easements on the engineering drawings, using a minimum width of 12
feet. The easements shall be dedicated via separate instrument to the city
as stated in Sec. 26-33(a) of the code,
II
Page 2
Steak 'n Shake
File No.: COUS 98-005
DEPARTMENTS INCLUDE REJECT
7. This office will not require surety for installation of the water and sewer
utilities, on condition that the systems will be fully completed, and given
to the city before the first permanent meter is set. Note that setting of a
permanent water meter is a prerequisite to obtaining the certificate of
occupancy.
8. A building permit for this project shall not be issued until this office has
approved the plans for the water and sewer improvements required to
serve the project. (Sec. 26-15)
FIRE
Comments: None
POLICE
Comments: None
ENGINEERING DIVISION
Comments:
9. All plans submitted for specific permits shall meet the city's code
requirements at time of application. These permits include, but are not
limited to the following: site lighting, paving, drainage, curbing,
landscaping and irrigation. Permits required from other permitting
agencies, such as FOOT, PBC, SFWMD, DERM, LWDD, DEP and any
others, shall be included with your permit request.
10, Provide proposed locations, type and height of site lighting on the
landscape plan. Light poles shall not be in conflict with tree canopies.
[LOR Chapter 4, Section 7.B.4.]
II. Developer to restripe Winchester Park Boulevard along the east limits of
site with 6" thermoplastic striping and add reflective pavement markings
per F.D.O.T. standards. Striping and RPM's to be done on all
northbound and southbound lanes, [LOR Chapter 6, Article III, Section
16]
12. Show treatment facilities for stormwater. Water to be pretreated on-site.
Also, provide drainage calculations for connecting into existing drainage
system. [LOR Chapter 4, Section 7.F.I.]
13. Until there is a cross access at the SE corner of the site, delete the
pavement markings and signage, extend the curbing at the nose of the
landscape island eastward and landscape the area. This will disallow
backup movements and illegal parking.
/2
Page 3
Steak 'n Shake
File No.: COUS 98-005
DEPARTMENTS INCLUDE REJECT
14, Provide written agreement with abutting property owners allowing use of
offsite detention area for stormwater runoff. Pretreat the first \1," of
stormwater prior to outfall into the receiving facility. [LOR Chapter 6,
Article IV, Section 5.B.l.d,]
15. Install a stop sign and bar for northbound traffic from Winchester Park
Boulevard,
16. Locate all stop bars and signs four feet back of sidewalks.
17, All angle parking should have a minimum backup distance of 18' at the
ingress end of all aisles per standard drawing B-900 13,
18. Include pavement markings and signage on paving and drainage plan for
inspection purposes.
19, Concrete sidewalk shall go through all driveways, so modify all notes to
contractor regarding sidewalk on the site plan to read, "Contractor shall
replace all four inch thick sidewalk through all driveways with six inch
2500 p,s,i. concrete".
20. Regarding the parking spaces abutting the front entrance: extend the
faces of the "F" curb on both islands out to a point in line with the ends
of the stall striping to define the parking area,
21. Include a copy of the site plan with the paving and drainage permit
request or show all traffic control devices on the paving and grading plan
for inspection purposes,
BUILDING DIVISION
Comments:
22. The Land Development Regulations (Chapter 9 - Community Design
Plan, Section 10.1.1) specify that, "Signs shall be designed and treated as
part of the architecture of the building and shall be reviewed at time of
site plan review."
a. Identify where the building signage is located on the face of the
building by dimensioning their location on the elevation view
drawings. Dimensioning the distance from the edge of the
building to the edge of the proposed signage and dimension the
distance from the finish floor or top of the parapet wall to the
top of the proposed signage shall identify the position of the
sign on the building.
b, Please refer to Chapter 21 - Sign Code of the Land
Development Regulations for other applicable regulations that
/3
Page 4
Steak 'n Shake
File No.: COUS 98-005
DEPARTMENTS INCLUDE REJECT
may apply to the proposed site and building signage,
23, Submit a floor plan drawing of the proposed building. Include on the
drawing the sidewalk layout that matches the layout shown on the site
plan along the north and west sides of the building. Indicate on the floor
plan the finish floor elevation. Show on the plan how the transition will
be made from the 15.50 elevation located on the outside of the building
to the 15,70 elevation proposed for the finish floor,
24, Provide a copy of the South Florida Water Management District permit
that verifies the proposed finish floor elevation is in compliance with the
minimum standards.
25. Compliance with the building codes will be evaluated at time of permit
review. The permit fee, water and sewer facility fees, county fees and
state fees will be determined at time of permit review.
PARKS AND RECREATION
Comments: None
FORESTER/ENVIRONMENTALIST
Comments:
26. The applicant should indicate on sheet L-l any of the existing desirable
trees which will be treated with the welling system and/or the tree barrier
system as shown on this sheet. This information will also be required
prior to a clearing and grubbing permit application,
PLANNING AND ZONING
Comments:
27. The site plan shall not be approved prior to the approval of a variance for
the reduction of the required driveway distances from a major
intersection (180 feet minimum per Chap. 23, Art. Il,H.3),
28. Dimension and identify on the landscape plan the required landscaped
strips and interior islands.
29, Signage for drive through use shall not exceed 5 feet in height. Modify
plan to show 5 feet rather than 7.1 feet.
30. Change note on site plan assigned to stop sign in front of entrance to read
"left-turn only" rather than "right-turn only". This current text is
recognized as an inadvertent error as it leads traffic against the entrance
If
Page 5
Steak 'n Shake
File No.: COUS 98-005
DEPARTMENTS INCLUDE REJECT
only driveway.
31. Obtain confirmation from Palm Beach County that the project conforms
with the Traffic Performance Standards Ordinance,
32, Modify the wall extensions at each comer to improve the compatibility
of the proposed project with the form pre-established by the adjacent
Boynton Commons development. This modification could include
circular-shaped openings placed within the wall extensions and diamond
shaped markings (also repeated above the awnings along the fal'ade) for
example, and shall be approved by staff prior to submitting for permits.
33, Omit neon lighting or cover neon with opaque material.
34. Change sign to a monument sign not to exceed 8 feet in height.
35. Eliminate black stripes on awnings.
36. Building signage shall be limited to front (east) fal'ade as indicated on
the elevation plan by Heath and Company dated November 7, 1998,
ADDITIONAL PLANNING AND DEVELOPMENT BOARD CONDITIONS
37. To be determined,
ADDITIONAL CITY COMMISSION CONDITIONS
38. To be determined.
/bme
s:\projects\cond of appr\
/5
TO:
FROM:
SUBJ:
DATE:
m
PUBLIC WORKS DEPARTMENT
MEMORANDUM #98-299
Michael W. Rumpf, Acting Director of Planninning
Larry Quinn, Assistant Public Works Director~
Site Plan Review - I st Review - Steak 'N Shake
October 16, 1998
D W rn
(X:f t 9 ..
PLANNING AND
ZONING DEPT.
The dumpster location at the above site is not acceptable to Public Works, Code Chapter
10, Sec, 10-25, a-2, requires clear access to all locations.
LQ/cr
ill
MEMORANDUM
UTILITIES DEPT. NO, 98 - 289
[0), rn rnl rn 0 w rn Ifni]
lnJ OCT I 5 1998 ' !~
1 "
~~._u. .....J
"
.".._J
TO:
Mike Rumpf, Acting Planning Dir~ "'/
John A. Guidry, Utilities Director ~ \j'
October 14, 1998
FROM:
DATE:
SUBJECT:
Steak 'N Shake - New Site Plan - 1" Review
We offer the following comments on this project:
GENERAL COMMENTS
I) All utilities easements shall be shown on the rectified landscaping drawings so that we may
determine which trees may interfere with utilities. In general, palm trees will be the only tree
species allowed within utility easements. Canopy trees may be planted outside of the easement so
that roots and branches will not impact those utilities within the easement in the foreseeable future,
LOR Sec. 7.5-18,1 gives public utilities the authority to remove any trees that interfere with utility
services, either in utility easements or public rights-of-way.
2) Dept. of Health permits will be required for the water system extensions serving this project. (Sec.
26-12)
3) Fire flow calculations will be required demonstrating the City Code requirement of 1500 g,p.m. as
stated in LOR chap, 6, Art, , Sec. 16, or the requirement imposed by insurance underwriters,
whichever is greater, (See Sec. 26-16(a)). Please submit these calculations with your Health
Department permit application and plans.
4) Sec. 26-34(E) of the City Code requires that a capacity reservation fee be paid for this project
either upon my request for signature on the Health Dept. application forms or within 30 days of site
plan approval, whichever occurs first. This fee will be $790,02, based upon a I-inch meter
5) Comp Plan policy 3C.3.4 requires the conservation of potable water. City water may, therefore, not
be used for irrigation where other sources are readily available,
SPECIFIC CONDITIONS
1) Water and sewer lines to be owned and operated by the City shall be included within utility
easements. Please show all existing or proposed easements on the engineering drawings, using a
minimum width of 12 feet. The easements shall be dedicated via separate instrument to the City as
stated in Sec, 26-33(a) of the Code.
2) This office will not require surety for installation of the water and sewer utilities, on condition that
the systems be fully completed, and given to the City before the first permanent meter is set. Note
that setting of a permanent water meter is a prerequisite to obtaining the certificate of occupancy.
3) LOR chap, 6, Article IV, Sec. 16 requires that all points on each building will be within 200 feet of
an existing or proposed fire hydrant. Please demonstrate that the plan meets this condition, by
showing all hydrants.
4) A building permit for this project shall not be issued until this office has approved the plans for the
water and sewer improvements required to serve the project. (Sec. 26-15)
Please refer any questions on this matter to Peter Mazzella (375-6404) of this office.
JAG/PVM
Xc: Skip Milor
Peter Mazzella
File
RECREA nON & PARK MEMORANDUM
TO:
Mike Rumpf, Acting Director of Planning and Zoning
Kevin John Hallahan, ForesterlEnvironmentalist /(.' Ir
J
FROM:
Re:
Steak 'N Shake
New Site Plan- 1st review
DATE:
October 12, 1998
A comment should be on the plans indicating any of the existing trees. The project should
continue in the normal review process.
Kjh
File
~~~ I II ~l~
,. nr,l' 3 '998\~
j
DEPARTMENT OF DEVELOPMENT
MEMORANDUM NO, DD 98-325
00
DATE:
Michael Rumpf, Acting Planning and Zoning Administrator
Michael E. Haag, Building Code permite~~ato-r-1e I~
Raymond F. Davidson, P E, City Engin2ll \.--' I(]
October 12, 1998
TO:
FROM
RE:
STEAK 'N SHAKE - NEW SITE PLAN (NWSP 98-017)
1ST REVIEW COMMENTS
We have reviewed the subject plans and otTer the following comments that should be addressed prior to
the project being forwarded for Board review'
Buildinl! Division (Site Specific Comments) - Michael E. Haag (561) 742-6350
I. Land Development Regulations, Chapter 9 - Community Design Plan, Section 10 I I. states, "Signs
shall be designed and treated as part of the architecture of the building and shall be reviewed at
time of site plan review." Therefore add to the submittal detail drawings of proposed site and
building signage. The detail drawings shall include
a Identify where the building "ignage is located on the face of the building by dimensioning
their location on the elevation view drawings. The location shall show the distance from the
edge of the building to the edge of the proposed signage including dimensioning the distance
trom the finish floor to the top of the proposed sign age or dimension from the top of the
parapet wall to the top of the proposed signage.
b Identify where the site signllge (free standing project identification sign) is located by
dimensioning, on the site plan, no less than ten (10) feet from the property line to the leading
edge of the proposed site signage.
c Identify the size of the huilding "ignage by dimensioning on the elevation view drawings, the
width and height of the proposed building signage Indicate in tabular form, on the elevation
view drawing, the square foot area of each sign. Also include dimensions and computations
that verify compliance with the minimum code requirements. Note: the allowed size of
signage is identified in Section 2, Article IV, of Chapter 21 - Sign Code and the method to
determine the sign area is defined in Chapter I - General Provisions, Article II - Definitions.
d. Identify the size of the ,site "ign/lge (free standing project identification sign and menu board
sign) by dimensioning the width and height of the proposed structure that the sign is attached
to including dimensioning the width and height of proposed sign face of the signage. Indicate
in tabular form, on the elevation view drawing of the site signage, the square foot area of each
sign. Also include dimensions and computations that verify compliance with the minimum
code requirements. Note, the allowed size of signage is identitied in Section 2, Article IV, of
Chapter 21- Sign Code and the method to determine the sign area is defined in Chapter 1 -
General Provisions, Article II Definitions
e Identify with a note on the plans whether the ,site "ignllge ttnd/or building "ignage will be
illuminated and indicate the type of illumination.
I' Please refer to the sign code Chapter 21 ... Sign Code of the Land Development Regulations
for other applicable regulations that may apply to the proposed ,site lIn/1 builtling sign age.
g Please refer to Chapter () .. Community Design Plan for other requirements regarding ,site and
building .,ignllge.
Department of Development Memorandum No. DO 98-325
Re' Steak 'N Shake - New Site Plan, I" Review Comments
October 12, 1998
Page #2
h. If no ,~jte ,~jgnllge is requested place the following note on the site plan drawing: Site signage
not approved. Site plan review will be required for site signage.
I. Where applicable, show on the site plan, landscape plan and paving and drainage plan the
location of the proposed ,~jte .~jgnllge including identifying the signage with a note.
2. Amend the detail drawing titled "Handicap Ramp Detail" to reflect the conditions shown on the
site plan or change the 5' landing dimension shown on the drawing to read "6' minimum".
Amend the floor plan drawing to depict the sidewalk layout that is shown on the site plan along the
north side of the building. Indicate on the floor plan the finish floor elevation. Show on the plans
how the transition will be made from the 15.40 elevation located on the outside of the building to
the 15 50 elevation proposed for the tinish floor. Place a note on the site plan indicating that the
accessible route from the accessible parking spaces to the tinish floor of the building complies with
the regulations specified in the Florida Accessibility Code tor Building Construction. [Florida
Accessibility Code tor Building Construction, Section 43, Accessible Route and Section 4.6,
Parking and Passenger Loading Zones]
3. Provide a copy of the South Florida Water Management District permit that verifies the proposed
finish floor elevation is in compliance with the minimum standards.
4. At time of permit review identify the setback dimension from the west and south property line to
the leading edge of the building.
5. Compliance with the building codes will be evaluated at time of permit review. The permit fee,
water and sewer facility fees, county fees and state fees will be determined at time of permit
review
Enl!ineerinl! Division (Site Specific Comments) - Sebastian Puda & Ken Hall 561-742-6280
I. All plans submitted tl." specitic permits shall meet the city's code requirements at time of
application. These permits include, but are not limited to the following site lighting, paving,
drainage, curbing, landscaping and irrigation. Permits required from other permitting agencies,
such as FOOT, PBC, SFWMD, DERM, LWDD, DEP and any others, shall be included with your
permit request.
2. Engineer's certitication letter needed stating that drainage conforms with all rules, regulations,
codes, etc. of the City of Boynton Beach [LOR Chapter 4, Section 7.F.2.]
3 Show pavement arrows tor traftic direction at south drive-through window. Also, show all interior
traftic control markings at all intersections. [LOR Chapter 4, Section 7 B.2.]
4 Provide proposed locations of site lighting on the landscape plan. Light poles shall not be in
conflict with tree canopies [LOR Chapter 4, Section 7 B.4 ]
5. Submit a soils analysis (signed and sealed) by a registered engineer in the State of Florida showing
locations and results of test borings. [LDR Chapter 6, Article V, Section 4 B2h.]
Department of Development Memorandum No DD 98-325
Re: Steak 'N Shake - New Site Plan J" Review Comments
October 12, 1998
Page #3
6. Developer to restripe Winchester Park Boulevard along the east limits of site with 6" thermoplastic
striping and add reflective pavement markings per F.D.OT standards. Striping and RPM's to be
done on all northbound and southbound lanes. [LOR Chapter 6, Article Ill, Section 16]
7. Show treatment facilities for stormwater. Water to be pre-treated on-site Also, provide drainage
calculations for connecting into existing drainage system [LDR Chapter 4, Section 7 F.1.]
8. Both driveways do not meet the 180' distance requirement from the intersecting right-of-way lines.
A variance for both driveways is required. [LOR Chapter 23, Article II.H3 ]
q Stripe and mark the north egress lane for right turns only onto Old Boynton Road. due to the close
proximity of Winchester Park Blvd. and crossover conflicts with the tive lane section of Old
Boynton Road.
10. Provide a signed and sealed survey illustrating those features specified in LDR Chapter 4, Section
7A
11 The 18' deep parking stalls may be reduced to 16' by moving the type F curb and gutter in two feet
to act as a continuous wheel stop and generate a larger landscape area. The sidewalk may also be
widened by two feet to eliminate the adjacent wheel stops
12. The dumpster should be rotated 900 and relocated to the adjacent parking stalls so that the gates
open northward for direct access [LDR Chapter 2, Section IU.2b.]
13 Install a "One-Way" arrow sign in the existing concrete median across from the east driveway per
D.O.T. standards
14 Add "Do Not Enter" signs tacing east on the two stop signs at end of drive-thru and another facing
south at the south end of the southbound drive abutting the drive-thru pickup lane.
15. Provide an accessible route from the public sidewalk along Winchester Park Blvd. aligned with the
east end of the sidewalk along the building tront per 4.3 of the Florida Accessibility Code. The
route across the parking lot shall have a detectable warning surface preferably of exposed
aggregate concrete per 4.292 & 4.29 5 of the Florida Accessibility Code.
16. Until there is a cross access at the SE corner of the site, delete the pavement markings and signage,
extend the curbing at the nose of the landscape island eastward and landscape the area. This will
disallow backup movements by non-observant drivers. This will eliminate possible backup
maneuvers.
17. There should be a safe pedestrian route trom the south and west portions of the parking lot to the
front entrance. [LOR Chapter 9, Section 10 B I. & Chapter 23, Article I, Section I.B I.]
18 FDOT "D" curb may be used in lieu of "F" curb
Department of Development Memorandum No. DD 98-325
Re. Steak 'N Shake - New Site Plan I" Review Comments
October 12, 1998
Page #4
19. Add appropriate signage across from the east ingress driveway to direct take-out customers to turn
north and go around the building to the menu board
20 Provide a 12' x 35' loading zone properly striped, marked and screened per LDR Chapter 2, Section
111. & Chapter 9, Section 10.C
21. Make ingress lanes 14' wide and egress lanes 12' wide using double, yellow, 25' long stripes
beginning at the stop bars tor separation
22. Provide written agreement with abutting property owners allowing use of oftsite detention area for
stormwater runoff Pretreat the tirst '/,' of stonnwater prior to outfall into the receiving facility.
[LDR Chapter 6, Article IV, Section 5.B 1 d.]
23 Provide written confirmation that the abutting parcel owner(s) have no objection to storm water
runoft'from the subject site as shown on Sections A, B & C of the paving, grading & drainage
plans
MH/SP/KH:ck
Xc: Bulent Kastarlak
Don Johnson
Sebastian Puda
Ken Hall
C ",I\fy I}llclllllt:nts',St..:aJ" ':'\ Sh..".:. l'\o,;\\ Sik PIanIst R':\"lt:\\',dot:
Ellanson, Beverly
From:
Sent:
To:
Subject:
Riggle, Rob
Monday, October 26, 1998 8:46 AM
Ellanson, Beverly
Steak N Shake
~
WSP 98-017Steak N
Shake.doc
1
cn ~ OF BOYNTON BEACH, FLORIDA
INTER-OFFICE MEMORANDUM
FROM:
Officer Riggle
DATE:
SUBJECT:
REFERENCES:
ENCLOSURES:
10-06-98
Steak N Shake
PZ 98-285
FILE:
NWSP 98-017
TO:
Michael Rumpf
The North exit must be changed to show right turn only. It will be extremely dangerous for traffic to turn left from the exit and travel
west on Old Boynton Rd. There is also a stacking concern within the parking lot that would result from a vehicle waiting to turn left
from the north exit. I realize that this comment may cause a problem, however, I must stand fIrm in reference to this safely issue.
n \VI rn
rn
FIRE & LIFE SAFETY DIVISION
Memorandum No. 98-379
~
OCT-a_
.~.
.~
PLANNING AND
ZONIN DEPT.
NFPA Life Safety Code 101, National Fire Code 1, all applicable National Fire
Protection Association codes, and the City Fire code shall be adhered to.
TO: Michael Rumpf, Act. Director
Planning & Zoning Division
FROM: Steve Gale, Fire Marshal 7 V
Deputy Chief - Fire Rescue Departme1?t
DATE: October 8, 1998
SUBJECT: Steak 'N Shake
Old Boynton Rd & Winchester Park Blvd.
NWSP 98-017
A fire hydrant needs to be placed at the Winchester Blvd. entrance to Steak 'N
Shake. LOR Ch 6, Sec. 16.
CC: File
LEISURE SERVICES: PARKS MEMORANDUM
RE:
Michae~ W.Rumpf, Acting .Director of Planning & zon\l:, \l11@ffi U ,~, ~ l~,
lohn Wdd_,'''"' supenm~d'~ l~iJL ~~5 ,I ~
Steak 'N Shake \ ru,,',:'. ':,,' J
7Gr,;'J\...l ~...., I. _
L__ ..
TO:
FROM:
DATE:
October 2, 1998
The Leisure Services Department, Parks Division, has received the site plan for Steak 'N
Shake. There are no recreation-related comments. The plan may continue through the
normal review process.
JW:ad
DEPARTMENT OF DEVELOPMENT
MEMORANDUM NO. BD 98-231
rn ~@~QW~ rn
DEe t 1998
PLANNING AND
ZONING DEPT.
TO:
Michael Rumpf, Acting Planning and Zoning Administrator ./ . A
C iP""
Michael E. Haag, Building Code Permit Administrato~ ~
November 30, 1998 U
Steak'n Shake - New Site Plan (NWSP 98-017) 3rd review comments
FROM:
DATE:
RE:
We have reviewed the subject plans and offer the following comments that should be addressed
prior to the project being forwarded for Board review:
Buildinl! Division (site sDecific and Dermit comments) - Michael E. Haag (561) 742-6352
1.
The Land Development Regulations (Chapter 9 - Community Design Plan, Section
!OJ. I) specify that, "Signs shall be designed and treated as part of the architecture of the
building and shall be reviewed at time of site plan review." Therefore, add to the
submittal detail drawings of proposed site and building signage. The detail drawings
shall include, but not be limited to, the following:
a. IdentifY where the building signage is located on the face of the building by
dimensioning their location on the elevation view drawings. Dimensioning the
distance from the edge of the building to the edge of the proposed signage and
dimension the distance from the finish floor or top of the parapet wall to the top of
the proposed signage shall identify the position of the sign on the building,
b. Identify where the site sign age (free standing project identification sign) is located
by dimensioning, on the site plan, no less than ten (10) feet from the property line to
the leading edge of the proposed site signage.
c. IdentifY the size ofthe building signage by dimensioning on the elevation view
drawings, the width and height of the proposed building signage. Indicate, in
tabular form on the elevation view drawing, the square foot area of each sign. Also
include dimensions and computations that verifY the total area is in compliance with
the minimum requirements. Note: the allowed size of signage is identified in
Section 2, Article IV, of Chapter 21 - Sign Code and the method to determine the
sign area is defined in Chapter I - General Provisions, Article II - Definitions.
d. IdentifY the size of the site signage (free standing project identification sign and
menu board sign) by dimensioning the width and height of the proposed structure
that both signs are attached to including dimensioning the width and height of
proposed sign face of each sign. Indicate, in tabular form on the elevation view
drawing of both signs, the square foot area of each sign. Also include dimensions
and computations that verify the total area of each sign is in compliance with the
minimum requirements. Note: the allowed size of signage is identified in Section 2,
Article IV, of Chapter 21 - Sign Code and the method to determine the sign area is
defined in Chapter I - General Provisions, Article II - Definitions.
Memorandum No BD 98-231 to Michael Rumpf
RE: Steak'n Shake
November 30, 1998
Page Two
e. IdentifY with a note on the plans whether the building sign age will be illuminated
and indicate the type of illumination.
f Please refer to Chapter 21 - Sign Code of the Land Development Regulations for
other applicable regulations that may apply to the proposed site and building
signage.
2. Submit a floor plan drawing of the proposed building. Include on the drawing the
sidewalk layout that matches the layout shown on the site plan along the north and west
sides of the building. Indicate on the floor plan the finish floor elevation. Show on the
plan how the transition will be made from the 15.50 elevation located on the outside of
the building to the 15.70 elevation proposed for the finish floor.
3. Provide a copy of the South Florida Water Management District permit that verifies the
proposed finish floor elevation is in compliance with the minimum standards.
4. Compliance with the building codes will be evaluated at time of permit review, The
permit fee, water and sewer facil"ity fees, county fees and state fees will be determined at
time of permit review.
MEH:bg
XC: Bulent I. Kastarlak
\\CH\MAIN\SHRDAT A\Development\Building-6870\Documents\TRC\NWSP 98-017 3rd review Steak'n Shake.doc
m
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DEPARTMENT OF DEVELOPMENT
MEMORANDUM NO. DD 98-352
PlANzo NINO AND
NINO DEPl
DATE
Michael Rumpf, Acting Planning and Zoning Administrator
Raymond F. Davidson, P.E., Acting City Engin~
November 12, 1998
TO:
FROM
RE
STEAK 'N SHAKE - NEW SITE PLAN (NWSP 98-017) ENGINEERING
2nd REVIEW COMMENTS
We have reviewed the subject plans and recommend that the request be forwarded for Board
review with the understanding that all remaining comments will be shown in compliance on the
permit drawings.
EUl.!ineerine: Division (Site specific and permit comments)
1. All plans submitted for specific permits shall meet the city's code requirements at time of
application. These permits include, but are not limited to the followiog site lighting,
paving, drainage, curbing, landscaping and irrigation Permits required from other
permitting agencies, such as FOOT, PBC', SFWMD, DERM, LWDD, DEP and any others,
shall be included with your permit request.
2. Engineer's certification letter needed stating that drainage conforms with all rules,
regulations, codes, etc. of the City of Boynton Beach. [LOR Chapter 4, Section 7.F.2.]
3 Provide proposed locations of site lighting on the landscape plan. Light poles shall not be
in conflict with tree canopies [LOR Chapter 4, Section 7.B.4.]
4. Developer to restripe Winchester Park Boulevard along the east limits of site with 6"
thermoplastic striping and add reflective pavement markings per F D.O.T. standards.
Striping and RPM's to be done on all northbound and southbound lanes. [LDR Chapter 6,
Article III, Section 16]
5 Show treatment facilities for stormwater Water to be pre-treated on-site. Also, provide
drainage calculations for connecting into existing drainage system. [LOR Chapter 4,
Section 7.F I ]
6. Both driveways do not meet the 180' distance requirement from the intersecting right-of-
way lines A variance for both driveways is required [LOR Chapter 23, Article lLH.3.]
7. Install a "One-Way" arrow sign in the existing concrete median across from the east
driveway per 0.0 T. standards
8 Until there is a cross access at the SE corner of the site, delete the pavement markings and
signage, extend the curbing at the nose of the landscape island eastward and landscape the
area. This will disallow backup movements and illegal parking.
Department of Development Memorandum No. DO 98-352
Re: Steak 'N Shake - New Site Plan 2nd Review
November 12, 1998
Page Two
9. Provide written agreement with abutting property owners allowing use of offsite detention
area for stormwater runoff. Pretreat the first Yz" of stormwater prior to outfall into the
receiving facility [LOR Chapter 6, Article IV, Section 5.B 1d]
10. Install a stop sign and bar for northbound traffic on south side of the pedestrian sidewalk
from Winchester for both pedestrian safety and ingress traffic from Winchester Park Blvd.
II. Locate all stop bars and signs four feet back of sidewalks.
12. Install a "One-Wayn sign pointing east within the landscape island abutting the future
ingress aisle as an advisory to southbound exiting traffic
13 All angle parking should have a minimum backup distance of 18' at the ingress end of all
aisles per standard drawing B-900 13
14. Include pavement markings and signage on paving and drainage plan for inspection
purposes[
15. Concrete sidewalk shall go through all driveways, so modify all notes to contractor
regarding sidewalk on the site plan to read, "Contractor shall replace all four inch thick
sidewalk through all driveways with six inch 2500 p.s.i. concrete".
16 Regarding the parking spaces abutting the front entrance: extend the faces of the "Fn curb
on both islands out to a point in line with the ends of the stall striping to define the parking
area.
17 Include a copy of the site plan with the paving and drainage permit request or show all
traffic control devices on the paving and grading plan for inspection purposes
RD/ck
Xc Bulent Kastarlak
Ken Hall
Sebastian Puda
C'Q...lv 1l0l'1II11<:nts\SlcaJ... 'N Shalu:: New Site Plan+Eng. 2nd Rcvkw.dOl.:
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,
DEPARTMENT OF DEVELOPMENT
MEMORANDUM NO. DO 98-347
DATE
Michael Rumpf, Acting Planning and Zoning Administrator .I.A
-O~ W'o
Michael E. Haag, Building Code Permit Administrator \'
November 12, 1998
TO
FROM
RE
STEAK 'N SHAKE - NEW SITE PLAN (NWSP 98-017)
2ST REVIEW COMMENTS
We have reviewed the subject plans and recommend that the request be forwarded for Board
review with the understanding that all remaining comments will be shown in compliance on the
permit drawings.
Buildinl! Division (Site specific and permit comments)
I. Identify where the free standing project identification sign is located by dimensioning,
on the site plan, no less than ten (10) feet from the north and east property lines. The
ten-foot minimum setback is measured from the property line to the leading edge of the
sIgn.
2. Add to the plans a dimensioned side and front elevation view drawing of the menu board
sign. The sign shall comply with the height and area regulations specified in Article IV,
Section 2. 0 of the Sign Code.
3 Indicate in tabular form, on the elevation view drawing of the project identification sign
and menu board sign, the square foot area computations of each sign. Note the allowed
size of sign age is identified in Section 2, Article IV, of Chapter 21 Sign Code and the
method to determine the sign area is defined in Chapter I ~ General Provisions, Article
II Definitions.
4 Show and label on the landscape plan and paving and drainage plan the location of the
proposed project identification sign
5. Indicate in tabular form, on the elevation view drawings of the building, the square foot
area computations of each wall sign. The total wall sign area shall not exceed 1.5 times
the length of the front of the huilding. The front of the building is the fa<;ade of the
building where the main entrance duur is located. Note: the alluwed size of signage is
identified in Section 2, Article IV, of Chapter 21 ... Sign Code and the method to
determine the sign area is defined in Chapter I -- General Provisions, Article II ~
Definitions
6. Amend the detail drawing titled "Handicap Ramp Detail", found on sheet C6, to reflect
the conditions shown on the site plan or change the 5' landing dimension shown on the
drawing to read "6' minimum" Omit the portion of the "Handicap Signage Detail"
drawing, found on sheet CJ, which depicts a landscape strip along the end of the parking
spaces The site plan shows a sidewalk abutting the end of the parking spaces.
Memorandum No. DO 98-347 to Michael Rumpf
RE. Steak 'n Shake - 2"" Review
November 12, 1998
Page Two
7 Amend the floor plan drawing to depict the sidewalk layout that is shown on the site
plan, specifically along the north side of the building. Indicate on the floor plan the
tinish floor elevation. Show on the floor plan drawing how the transition will be made
from the 1540 elevation located on the outside of the building to the 15.50 elevation
proposed for the finish floor on the inside of the building.
8 Provide a copy of the South Florida Water Management District permit that verifies the
proposed finish floor elevation is in compliance with the minimum standards.
9 Compliance with the technical aspects of the building codes and sign code will be
evaluated at time of permit review The permit fee, water and sewer facility fees, county
fees and state fees wi II he determined at time of permit review
MEH:ck
xc: Bulent 1. Kastarlak
Don Johnson
C '.Mv Do!:ulllcnts\SICak 'N Shake. Nc\~ Site Plan 2nd Hc\'i..::w.dllC
RECREA nON & PARK MEMORANDUM
TO:
Mike Rumpf, Acting Director of Planning and Zoning
Kevin John Hallahan, Forester/Environmentalis~~
Steak'Shake
Conditional Use - 2nd review
FROM:
Re:
DATE:
November 9, 1998
I have no comment on the conditional use application. The applicant should indicate on sheet L-I
any of the existing desirable trees which will be treated with the welling system and / or the tree
barrier system as shown on this sheet. This information will also be required prior to a clearing
and grubbing permit application. The project should continue in the normal review process.
Kjh
File
mRP1?"nn.R@
l~ I,;'.; .~ Ii ',H I~
j~jr"'~~\~"-:'1=0~ II ~
_...J
~'"
Board of Supervisors
c. Stanley Weaver
Kermit Dell
John I. Whitworth III
Secretary/Manager
William G. Winters
AssislanlManager
Ronald L. Crone
Attorney
Perry & Schone, P.A.
LAKE WORTH DRAINAGE DISTRICT
13081 MILITARY TRAIL
DELRAY BEACH, FLORIDA 33484
November 3,1998
Michael W. Rumpf, Chairman
Planning and Zoning Division
City of Boynton Beach
Post Office Box 310
Boynton Beach, Florida 33425-0310
Re: Steak 'N Shake
Southwest corner of Old Boynton Rd. & Winchester Park Blvd.
Technical Review Committee Agenda- November 3, 1998
Dear Mr, Rumpf:
This project is located within the Lake Worth Drainage District's boundary and will
require permit(s) from the District prior to construction,
Should this project require a plat, then the District will withhold permit approval
until a review of the plat has been completed to ensure that the District's right-of-way
concerns have been addressed,
Thank you for giving us the opportunity to review and comment on this project.
Should you have any questions or concerns please contact me,
Respectfully,
LAKE WORTH DRAINA DISTRICT
~~J
Lisa A, Rowlan
Right-of-Technician
:lar
Delray Beach & Boca Raton (561) 498.5363 . Boynton Beach & West Palm Beach (561) 737.3835 . Fax (561) 495.9694
.JEPARTMENT OF DEVELOPMENT
MEMORANDUM NO. PZ 98-285
TO:
FROM:
Bulent Kastarlak, Director of Development
Bob Borden, Assistant Fire Marshal
Kevin Hallahan, Forester/Environmentalist
Ofc. Robert Riggle, Police Department
Pete Mazzella, Utilities Department
Michael Haag, Building Division
Ken Hall, Engineering Division
Larry Roberts, Public Works Director
John Wildner, Parks Division
Ray Davidson, Acting City Engineer
Bob Donovan, Supervisor, Permit Application Group
01(.-'1( ~
Michael W. RumpT
Acting Director of Planning and Zoning
DATE:
October 1, 1998
RE:
SITE PLAN REVIEW PROCEDURES
1 ST Review - New Site Plan
Project
- Steak 'N Shake
Location - Southwest corner of Old Boynton Road and Winchester Park Boulevard
Agent James Harlow
Florida Engineering and Environmental Services, Inc,
File No. NWSP 98-017
Permit No. - 98-3654
Find attached for your review the plans and exhibits for the above-referenced project. Please review the
plans and exhibits and transmit formal written comments to me no later than 5:00 P.M. on
October 15. 1998. When preparing your comments, please separate them into two categories;
code deficiencies with code sections referenced and recommendations that you believe will
enhance the project.
Adhering to the following review guidelines will promote a comprehensive review and enable the
applicant to efficiently obtain Technical Review Committee approval:
1, Use the review standards specified in Part IV, Land Development Regulations, Site Plan Review
and the applicable code sections of the Code of Ordinances to review and formulate comments.
2, The documents submitted for the project were determined to be substantially complete, however,
if the data provided to meet the submittal requirements is insufficient to properly evaluate and
process the project based on the review standards or the documents show code deficiencies,
additional data and/or corrections should be requested by the reviewer by contacting Scott
Barber.
3. Each comment shall reference the section of the code that is incorrectly depicted on the
documents.
05/04/99 10:13 FAX 14074254002
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PLANNING AND
ZONING Dfpj
Page 2
Development Department Memo PZ 98-285
Steak 'N Shake
TO: TRC Members
4. Technical Review Committee member(s) shall identify in their comments when the plans depict or
when the location and installation of their departmental required improvements may conflict with
other departmental improvements.
5, When a TRC Member finds a code deficiency that is outside of his/her review responsibility, the
comment and the specific code section may be included in their review comments with the name
of the appropriate TRC Member that is responsible for the review specified.
6. If a TRC member finds the plans acceptable, he/she shall forward a memorandum, within the time
frame stated above, to me. The memorandum shall state that the plans are approved and that
they do not have any comments on the plans submitted for review and that they recommend the
project be forwarded through the approval process.
All comments shall be typed, addressed and transmitted to me for distribution to the applicant. Please
include the name and phone number of the reviewer on this memorandum. Scott Barber will be the
Planning and Zoning staff member coordinating the review of the project.
First review comments will be transmitted to the applicant along with a list of Technical Review Committee
(TRC) members, The applicant will contact TRC member(s) to clarify comments. Amended sets of plans
will be submitted prior to, or brought to the TRC meeting. Amended plans and outstanding comments will
be reviewed at the TRC meeting to confirm that the project is ready to move forward to the Planning and
Development Board meeting.
MWR:bme
Attachment
XC: William Bingham, Fire Chief
Marshall Gage, Police Chief
John Guidry, Utilities Director
Don Johnson, Building Division
Sebastian Puda, Engineering Division
Central File
S:\Projects\Quantum\Steak n Shake\NWSP\1streview-plans