185 E Oregon Ave (NO PERMIT NUMBER) (DOCUMENTS)Whole Building Performance Method for Commercial Buildings Form 400A-97
ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Community Affairs
FLA/COM-97 Version 2.2
PROJECT NAMES ringHill Suites -PERMITTING OFFICE:
ADDRESS: _[ - O" _Sanford
0.0 CLIMATE ZONE: _5
OWNER: _Marriott PERMIT NO: _
AGENT: JURISDICTION NO:_691500
BUILDING TYPE: _Hotel / Motel
CONSTRUCTION CONDITION: New construction -;r7-pc Sr -
DESIGN COMPLETION: _Finished Building
CONDITIONED FLOOR AREA: _64400 NUMBER OF ZONES: 2
MAX. TONNAGE OF EQUIPMENT PER SYSTEM: 82
COMPLIANCE CALCULATION:
METHOD A DESIGN CRITERIA RESULT
A. WHOLE BUILDING 80.92 100.00 PASSES
PRESCRIPTIVE REQUIREMENTS:
LIGHTING
EXTERIOR LIGHTING 1000.00 4800.00 PASSES
LIGHTING CONTROL REQUIREMENTS PASSES
HVAC EQUIPMENT
COOLING EQUIPMENT
1. EER 9.90 8.50 PASSES
IPLV 9.30 7.50 PASSES
2. EER 10.20 8.20 PASSES
IPLV 9.70 7.50 PASSES
HEATING EQUIPMENT
1. Et 1.00 N/A
2. Et 1.00 N/A
AIR DISTRIBUTION SYSTEM INSULATION REQUIREMENTS
1. Conditioned Space 6.00 0.00 N/A
2. No Ducts 0.00 0.00 N/A
REHEAT SYSTEM TYPES USED
NO REHEAT SYSTEM is USED
WATER HEATING EQUIPMENT
1. Et 0.89 0.78
SL 0.01 0.02 PASSES
PIPING INSULATION REQUIREMENTS
1. Circulating 1.00 0.99 PASSES
COMPLIANCE CERTIFICATION:
I hereby certify that the plans and Review of the plans and specifica-
specifications covered by this calcu- tions covered by this calculation
lation are in compliance with the indicates compliance with the
Florida Energy,Ef i Code. Florida Energy Efficiency Code.
PREPARED BY: Before construction is completed,
DATE:
I hereby certify that this building is
in compliance with the Florida Energy
Efficiency Code.
OWNER/AGENT:
DATE:
this building will be inspected
for compliance in accordance with
Section 553.908, Fjfrid tatute .
BUILDING OFFICIAL:
DATE: -5-- S—
I hereby certify(*) that the system design is in compliance with the Florida
Energy Efficiency Code.
SYSTEM DESIGNER REGISTRATION/STATE
ARCHITECT :
MECHANICAL:
PLUMBING
ELECTRICAL:
LIGHTING
Signature is required where Florida law requires design to be performed
by registered design professionals. Typed names and registration numbers may
be used where all relevant information is contained on.signed/sealed plans.
4t.V
CITY OF SANFORD
INSPECTIONS DIVISION
COMMERCIAL REVIEW COMMENTS
NEW CONSTRUCTION
PROJECT:_<jrjmj-11Swirs DATE: /YJA-y /7 1499
ADDRESS: /S—O O rv. SANFORD, FL
CONTRACTOR: Veit Y#,.v Ahy/, ,P ,, LIC# C d C e136-P-9
ADDRESS:.04,,o 04d6 PHONE #
3.A 7S'Y
REVIEW COMMENTS:
1. Finish floor elevation shall be 16 inches above center line of established street or a min. or
8' above grade when property has no paved street.. City Sections 6-7.
2. Strip rooters shall be continuous with 245 rebars for 1-story buildings, 2-story buildings shallhave345rebarsinrooters, and #5 dowel at each corner. Size of rooters shall be 8" x 16"
min. for a 1-story and 10" x 20" for a 2 story.
3. Mono footer/slab combination shall be 20" deep and 16" wide with 45 degree angle into 4"
slab. 2-story shall be 20" deep and 20" wide with 45 degree angle into 4" slab. Reinforcementshallbeasinstriprooteralllapsamin. of 25 inches.
4. Masonry construction shall have a min. of 145 rebar in lintel course or tie beams. Vertical
down rods shall be #5 rebar with 24" bend tied to lintel rebar and min. of 25" lap at eachdowelandtied.
5. Means of egress shall comply to Chapter 10, 1997 S.B.C.
i 6. Means of egress and illuminations shall comply to section 1016.1,1016.2, and 1016.3ExitSigns) 1997 S.B.C.
7. All corridors shall be a minimum or44", Table 1004, 1997, S.B.C.
8. All restrooms shall comply to 1997, H.C.F.S. 553, Part 5.
9 Interior finishes shall comply to Chapter 8, Table 803.3,1997, S.B.C.
10. All electrical wiring service and fixtures shall comply to 1996 N.E.C. and Notice L
amendments.
11. All plumbing shall comply to 1994, S.P.C. and 1997 F.S. 553, Part 5 Florida
Accessibility Code
12. All mechanical equipment & duct systems shall comply to 1997, S.M.C. and 1997FloridaEnegryCode.
13. Firewalls or tenant separations shall comply to Sec. 413.3 & Table 704.1 & 704.1.4, 1997 S.B.C. Ali rated wall pentrations shall be sleeved and fire caulked.
14. Stairs shall comply to Section 1006,1007,1007.1.2,1007.3,1007.4;1U07.5,1007.5.3,1007.6, 1007.7,1007.8,1008.6, & 1015, 1997 S.B.C.
15. Shall comply to 1994 N.F.P.A. -1.
j+ 16. Shall comply to Life Safety Code 101,1994.
K17. Final grading inspection needs to be done after final grade but prior to final Ian dscaping.
r
BUILDING ENVELOPE SYSTEMS COMPLIANCE
CHECK
401.------GLAZING--ZONE 1------------------------------------------------ v-
Elevation Type U SC VLT Shading Area(Sgft)
North Commercial 0.70 .70 .9 None 0
South Commercial 0.70 .70 .9 None 0
East Commercial 0.70 .70 .9 None 600
East Commercial 0.70 .70 .9 None 360
Total Glass Area in Zone 1 = 960
401.------GLAZING--ZONE 2------------------------------------------------ v-
Elevation Type U SC VLT Shading Area(Sgft)
East Commercial 0.70 0.70 .9 None 1800
West Commercial 0.70 0.70 .9 None 1800
Total Glass Area in Zone 2 = 3600
Total Glass Area = 4560
402.------WALLS--ZONE 1------------------------------------------------
Elevation Type U Insul R Gross(Sgft)
North 5/8"Stco/8"CMU/3/4"ISO BTWN24"oc 0.149 4 969
South 5/8"Stco/8"CMU/3/4"ISO BTWN24"oc 0.149 4 969
East 5/8"Stco/8"CMU/3/4"ISO BTWN24"oc 0.149 4 2602
West 5/8"Stco/8"CMU/3/4"ISO BTWN24"oc 0.149 4 2602
Total Wall Area in Zone 1 = 7142
402.------WALLS--ZONE 2-----------------------------------------------
Elevation Type U Insul R Gross(Sgft)
North 5/8"Stco/8"CMU/3/4"ISO BTWN24"oc 0.149 4 2656
South 5/8"Stco/8"CMU/3/4"ISO BTWN24"oc 0.149 4 2656
East 5/8"Stco/8"CMU/3/4"ISO BTWN24"oc 0.149 4 7136
West 5/8"Stco/8"CMU/3/4"ISO BTWN24"oc 0.149 4 7136
Total Wall Area in Zone 2 = 19584
Total Gross Wall Area = 26726
403.------DOORS--ZONE 1------------------------------------------------
Elevation Type U Area(Sgft)
North 1.75 1-3/4" Glass Door 1.09 42
South 1.75 1-3/4" Glass Door 1.09 42
East 1.75 1-3/4" Glass Door 1.09 105
West 1.75 1-3/4" Glass Door 1.09 126
Total Door Area in Zone 1 = 315
403------- DOORS --ZONE 2------------------------------------------------
Elevation Type U Area(Sgft)
North No doors 0.00 0
Total Door Area in Zone 2 = 0
Total Door Area = 315
404------- ROOFS --ZONE 1------------------------------------------------
Type Color U Insul R Area(Sgft)
Medium 0 0
Total Roof Area in Zone 1 = 0
404.------ROOFS--ZONE 2------------------------------------------------
Type Color U Insul R Area(Sgft)
Shngl/1/2"WD Deck/MD Truss/6"Ba Medium 0.040 19 13835
Total Roof Area in Zone 2 = 13835
Total Roof Area = 13835
405.------FLOORS-ZONE 1 ------------------------------------------------
Type Insul R Area(Sgft)
Slab on Grade/Uninsulated 0 13835.
Total Floor Area in Zone 1 = 13835
405.------FLOORS-ZONE. 2 ------------------------------------------------
Type Insul R Area(Sgft)
Floor over Conditioned Space/Uninsulated 0 55340'
Total Floor Area in Zone 2 = 55340
Total Floor Area = 69175
406.------INFILTRATION --------------------------------------------------
CHECK
Infiltration Criteria in 406.1.ABCD have been met.
MECHANICAL SYSTEMS
CHECK
HVAC load sizing has been performed. (407.1.ABCD) I
407.------COOLING SYSTEMS -----------------------------------------------
Type No Efficiency IPLV Tons
1. Air Cooled ( >= 65,000 Btu/h 1 9.9 9.3 35.16
2. Air Cooled ( >= 65,000 Btu/h 1 10.2 9.7 82.13
408.------HEATING SYSTEMS -----------------------------------------------
Type No Efficiency BTU/hr
1. Electric Resistance 1 1 241000'
2. Electric Resistance 1 1 764300
409.------VENTILATION ---------------------------------------------------
Ventilation Criteria in 409.1.ABCD have been met. ICHECK
410.-----AIR DISTRIBUTION SYSTEM ----------------------------------------
CHECKI
Duct sizing and design have been performed. (410.1.ABCD) I
AHU Type Duct Location R-value
1. Air Conditioners Conditioned Space 6
2. Air Conditioners No Ducts 0
CHECK
Testing and balancing will be performed. (410.1.ABCD) I
411------ PUMPS AND PIPING -ZONE ----------------------------------------
Basic prescriptive requirements in 411.1.ABCD have been met.
PLUMBING SYSTEMS
411.-----PUMPS AND PIPING -ZONE
Type
1. Circulating
411------ PUMPS AND PIPING -ZONE
Type
1. Circulating
1---------------------------------------
R-value/in Diameter Thickness
4.2 2 1
2 ---------------------------------------
R-value/in Diameter Thickness
I
1 1
412.-----WATER HEATING SYSTEMS -ZONE 1--------------------- 1 - ----------- ---
Type Efficiency StandbyLoss InputRa$e Gallons
1. > 75,000 Btuh .89 .01 1785000 457
412------ WATER HEATING SYSTEMS -ZONE 2---------------------------------- ---
Type Efficiency StandbyLoss InputRate Gallons
ELECTRICAL SYSTEMS
CHECK
413------ ELECTRICAL POWER DISTRIBUTION---------------------------- --`--
Metering criteria in 413.1.ABCD have been met.
414.-----MOTORS --------------------------------------------------- ------
motor efficiencies in 414.1.ABCD have been met.
415------ LIGHTING SYSTEMS -ZONE 1---------------------------------------
Space Type No Control Type 1 No Control Type 2 No Watts Area(Sgft)
Public Are 1 On/Off 30 None 0 17300 13835
Total Watts for Zone 1 = 17300
Total Area for Zone 1 = 13835
415.-----LIGHTING SYSTEMS -ZONE 2---------------------------------------
Space Type No Control Type 1 No Control Type 2 No Watts Area(Sgft)
Guest Room 4 On/Off 56 None 0 72000 55340
Total Watts for Zone 2 = 72000
Total Area for Zone 2 = 55340
Total Watts = 89300
Total Area = 69175
CHECK
Lighting criteria in 415.1.ABCD have been met.
16. Operation/maintenance manual will be provided to owner.(102.1)
12X12 COMBUSTION AIR LOUVER, INSTALLED
WITHIN 6" OF FINISHED FLOOR. LOUVER
SHALL BE EQUAL TO RUSKIN ELF3750X.
CONTRACTOR SHALL MAINTAIN MINIMUM OF
4'-0" SEPARATION BETWEEN POWER VENTILATOR
AND COMBUSTION AIR LOUVER.
VO 2—LOUVERS
1) MOUNTED 6" FROM POWER VENT CAP
FLOOR AND (1) MOUNT BY CONTRACTORED
12" FROM CEILING (140 SQ.IN.
FREE AREA).
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REFRIGERATION PIPIIJG\TO AHU-3, AHU-6
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RECOMMENDATIONS.
12X12 COMBUSTION AIR LOUVER, INSTALLED
WITHIN 6" OF CEILING STRUCTURE. LOUVER
SHALL BE EQUAL TO RUSKIN ELF3750X.
CONTRACTOR SHALL MAINTAIN MINIMUM OF
4'-0" SEPARATION BETWEEN POWER VENTILATOR
AND COMBUSTION AIR LOUVER.
8" WATER HEATER VENT
PRESSURIZED). LOCATE
DISCHARGE 1'-O" HIGHER
THAN DOOR.
EF-3 (400 CFM)
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Engineering - Consulting • Testing
Design Level Geotechnical Study
Spring Hill Suites by Marriott
Sanford, Florida
PSI Project No. 757-85451
o=Ai Information.
I - ---d On
Engineering • ConsufHng . restlng December 18, 1998
Scott Hotels
P.O. Box 679
Thomasville, Georgia 31799
Attention: Mr. Cochran Scott
RE: Design Level Geotechnical Investigation
Spring Hill Suites by Marriott
Sanford, Florida
PSI Project No.: 757-85451
Dear Mr. Scott:
Pursuant to your authorization, Professional Service Industries, Inc., (PSI) has completed the
design level geotechnical study for the above referenced project. The scope of services was
performed in general accordance with PSI Proposal No. 757-8-510, dated November 4,1998.
Presented herein are the results of the soil borings and our foundation design
recommendations for the structures.
PROTECT LOCATION AND DESCRIPTION
The project, as we understand it, is located in Sanford, Florida. Specifically, the project site
comprises a two acre parcel located at the existing Stuckeys site near the Sanford Mall at
185 Oregon Avenue. The project is understood to comprise a five story structure with a
footprint area of approximately 15,000 square feet and adjacent parking and stormwater
retention areas.
The approximate site location is shown on Figure 1 with the proposed site layout, as
provided to PSI, shown on Sheet 1.
PURPOSE AND SCOPE
The purpose of this study was to obtain information on the general subsurface conditions
at the proposed project site. The subsurface materials encountered were then evaluated
with respect to the available project characteristics. In this regard, engineering assessments
for the following items were formulated:
1. Feasibility of utilizing a shallow foundation system for support of the proposed
structure, with a slab -on -grade floor system.
2. Design parameters required for the foundation system including allowable
bearing pressures, foundation levels and expected settlements.
Professional Service Industries, Inc. - 1675 Lee Road - Winter Park, FL 32789 - Phone 407/645-5560 - Fax 407/645-1320
Scott Ho els December 18, 1998
PSI Project No. 757-85451 1
Page 2 of 12
3.. Soil subgrade preparation, including stripping, grubbing and compaction. n.
Engineering criteria for placement and compaction of approved structural fill
materials.
Suitability and availability of materials on -site that may be moved during site
grading for use as structural fill in the building area, as pavement subgrade
fill and as general backfill.
General location and description of potentially deleterious materials
encountered in the borings that may interfere with construction progress or
structural performance, including existing fill or surficial organics.
6! Identification of groundwater levels (seasonal fluctuations).
7: Pavement construction suggestions, considering the encountered subgrade soils
and the measured groundwater conditions.
The following services will be provided in order to achieve the preceding objectives:
Reviewed readily available published geologic and topographic information.
This published information was obtained from the "Sanford, Florida"
U.S.G.S. quadrangle map (Figure 1) published by the United States
Geological Survey (USGS) and "Soil Survey of Seminole County, Florida"
published by the United States Department of Agriculture (USDA) Soil
Conservation Service (SCS)) (Figure 2).
Executed a program of subsurface exploration consisting of subsurface
sampling and field testing. We performed four (4) Standard Penetration Test
SPT) borings in the structure area; the borings extended to depths ranging
from approximately thirty-five (35) and sixty (60) feet. In each boring,
samples were collected and Standard Penetration Test resistances were
measured virtually continuously for the top ten (10) feet and on intervals of
five (5) feet thereafter. We also completed four (4) auger borings to
approximate depths of seven (7) feet within the pavement areas and one (1)
auger boring to a depth of twenty (20) feet in the proposed retention pond.
Visually classified and stratified representative soil samples in the laboratory
using the Unified Soil Classification System. Conducted a limited laboratory
testing program. Identified soil conditions at each boring location and formed
an opinion of the site soil stratigraphy.
Collected groundwater level measurements and estimated normal wet
seasonal high groundwater tables.
Scott Hotels
PSI Project No. 757-85451
December 18, 1998
Page 3 of 12
5. Prepared a formal engineering report that summarizes the course of study
pursued, the field data generated, subsurface conditions encountered, and
engineering recommendations in each of the pertinent topic areas.
Report Format
This report begins with a discussion of the field program followed by a description of the
general subsurface conditions. Evaluations are presented for shallow foundations including
settlement estimates, pavement suggestions and construction considerations. The site
vicinity map is presented on Figure 1. Figure 2 provides a plan view of the site on the SCS
Soil Survey map. The soil boring locations are presented on Sheet 1 and the soil profiles
on Sheet 2.
REVIEW OF AVAILABLE PUBLISHED INFORMATIO1
The "Soil Survey of Seminole County, Florida" and the "Sanford, Florida" quadrangle map
were reviewed to obtain general shallow soils and topographic information for the subject
site. Based on a review of the quadrangle map, it appears that the ground surface at the
subject site ranges from about elevations +30 to +35 feet, NGVD (see Figure 1).
Reference to Figure 2 indicates the surficial soils at the site to be mapped as Urban Land
0 to 12 percent slopes. This soil group has no description for the upper soils, nor an
estimate of the seasonal high water table.
FIELD EXPLORATION
StwukW Penetration Test (SPT) Bonn s
The design level field exploration included four (4) Standard Penetration Test (SPT) borings
to depths ranging between thirty-five (35) and sixty (60) feet. The SPT boring procedure
was conducted in general conformance with ASTM D-1586. Closely spaced soil sampling
using a 1 3/8 inch I.D. split -barrel sampler was performed in the upper ten (10) feet with
a sample interval of five (5) feet used thereafter. After seating the sampler six (6) inches,
the number of successive blows required to drive the sampler twelve (12) inches into the soil
constitutes the test result commonly referred to as the "N" value. The "N" value has been
empirically correlated with various soil properties and is also considered to be indicative of
the relative density of cohesionless soils and the consistency of cohesive materials. The
recovered split spoon samples were visually classified in the field, with representative
portions of the samples placed in jars and transported to our Winter Park office for review
by a geotechnical engineer and confirmation of the field classification.
Scott Hotels
PSI Project No. 757-85451
December 18, 1998
Page 4 of 12
Five (5) auger borings to depths of seven (7) and twenty (20) feet were' completed at
locations in the proposed parking areas, interior roadways and retention pond. The soil
sampling was performed in general accordance with ASTM test designation D-1452, titled
Soil Investigation and Sampling by Auger Borings:" Soil samples were taken from the
ground surface to termination depths of the borings.' Representative portions of these soil
samples were sealed in glass jars, labeled and transferred to our Winter Park laboratory for
classification and testing. The auger borings were performed in order to define the near -
surface soil characteristics encountered within the pavement areas of the proposed
development.
GENERALIZED SUBSURFACE CONDITIONS
Soil Boring Results
Visual observation of the recovered soil samples, laboratory testing and interpretation of the
field boring logs by a geotechnical engineer are the basis for soil stratification. The boring
stratification lines represent the approximate boundaries between soil types with different
engineering properties. The actual transition between soil types may be gradual.
The subsurface conditions at the site are variable and are illustrated on Sheet 2 together
with a legend of soil descriptions in accordance with the Unified Soil Classification System
USCS). For the purpose of discussion, subsoils can be generalized as comprising a varying
sequence of fine sands interbedded with clay layers at depth. The sands grade from being
relatively clean to slightly silty and silty/clayey in composition (i.e. SP, SP/SM, SM and SC
materials). Based on SPT blow counts, the sands are for the most part in a loose to
medium dense condition. Where present the clay layers were observed to be medium stiff.
Groundwater level measurements were made in the borings at the time of drilling. These
measurements disclosed the water table at depths of 0.6 to 4.0 feet below grade.
Throughout most of the site, we would expect the normal seasonal high water table to be
within one foot of the natural ground surface.
Scott Hotels
PSI Project No. 757-85451
December 18, 1998
Page 5 of 12
FOUNDATION EVALUATIONS AND DESIGN RECOMMENDATIONS
The following design recommendations have been developed on the basis of the previously
described project characteristics and subsurface conditions encountered. If there are any
changes in these project criteria, including structure locations on the site or increased
structural loads, a review must be made by PSI to determine if any modifications in the
recommendations will be required. The findings of such a review would be presented in a
supplemental report.
The evaluation and recommendations for the proposed five story hotel, presented herein,
are based on the borings completed for this study.
le 'n
Prior to construction of the proposed buildings, the location of any existing underground
utility lines within the construction area should be established. Provisions should then be
made to relocate any interfering utility lines within the construction area to appropriate
locations consistent with project specifications. In this regard, it should be noted that if
underground pipes are not properly removed or plugged, they may serve as conduits for
subsurface erosion, which may subsequently result in excessive settlements.
The site should also be cleared and all debris completely removed including removal of
vegetation from the ground surface (topsoil, grass, trees identified for removal and shrubs).
As a minimum, it is recommended that the clearing operations extend at least five (5) feet
beyond the development perimeters. Any "topsoil" removed from the proposed building and
pavement areas should be stockpiled in designated locations and used in areas to be grassed
or be removed from the site as directed by the owner.
Subgrade BWwvtion
Upon completion of the initial clearing procedures, the subgrade should be generally level
and the individual building footprint areas proof -rolled. An appropriate level of care must
be exercised when performing proof rolling or other compaction work near structures under
construction.
Proof rolling operations should be carried out from an elevation that is within a foot or so
of the proposed bottom of foundations. Groundwater control may also be required to
facilitate proof rolling operations. The building footprint should be uniformly rolled to
attain a degree of compaction that is at least 95 percent of the material's ASTM D-1557
maximum dry density for a depth of two feet below footing bottoms.
Proof rolling operations should be carried out under engineering surveillance with a
program of field density testing in effect. Water should be added as necessary to attain
adequate densification/compaction. In the event that soft/yielding soils are encountered
fiFAH .
Scott Hotels
PSI Project No. 757-85451
December 18, 1998
Page 6 of 12
during proof rolling operations, then such materials should be removed and replaced with
clean sand that is uniformly and thoroughly compacted. Fill soils and subgrade may require
drying if moisture contents exceed approximately 2 percent of optimum moisture content
as determined by ASTM D-1557. Drying by aeration may be achieved by turning fill
stockpiles or discing subgrade soils.
Following satisfactory completion of the subgrade compaction in the building footprint area,
the structure areas may be brought up to finished levels, as necessary. This should be
performed using structural fill that is placed in uniform, maximum 12-inch thick loose lifts
that are properly compacted. At foundation locations for isolated columns and continuous
foundations requiring excavation where the bottom of footing elevation is below the stripped
grade elevation, subgrade soils should compacted to a minimum depth of two (2) feet below
the bottom of the footing.
Structural Fill
All materials to be used for backfill or compacted fill should be evaluated and, if necessary
tested by PSI prior to placement to determine if they are suitable for the intended use. In
general, based on the boring results, the majority of the on -site sandy materials (in the
upper 10 to 15 feet) are expected to be suitable for use as structural fill. These soils may
be moved for grading purposes and site leveling in the proposed building and pavement
areas, and as general subgrade fill and backfill in other areas. Suitable structural fill
materials should consist of fine to medium sand with less than ten (10) percent passing the
U.S. Standard No. 200 sieve, free of rubble, organics, clay, roots, debris and other unsuitable
material.
All structural fill should be compacted to a dry density of at least 95 percent of the modified
Proctor maximum dry density (ASTM D-1557). In general, the compaction should be
accomplished by placing the fill in maximum 12 inch thick loose lifts and mechanically
compacting each lift to the required dry density. A representative of PSI.should perform
field density tests on each lift as necessary to assure that adequate compaction is achieved.
Foundation Excavations
Based on the results of the borings, the soils at the site can be excavated with normal
excavation equipment. At locations on the site where steep slopes are created by cutting
operations, where required, excavated slope protection should be provided in accordance
with the most recent OSHA regulations. After site preparation has been completed as
recommended herein, near surface soils will be suitable for slope fill material. All
foundation excavations should be observed by a representative of PSI to explore the extent
of any fill and excessively loose, soft, or otherwise undesirable materials. If the foundation
bearing soils are observed to be suitable as load bearing materials, the foundations should
be prepared for construction by compaction to a dry density of at least 95 percent of the
modified Proctor maximum dry density (ASTM D-1557) for a depth of at least two (2) feet
below the bottom of the footing base.
EME
Scott Hotels
PSI Project No. 757-85451
December 18, 1998
Page 7 of 12
If soft pockets of soil are encountered in the footing excavations, the unsuitable materials
should be removed and the footings may be located at a lower elevation. Alternatively, the
proposed footing elevation may be re-established by backfilling after the undesirable
material has been removed. This backfilling may be done with a well -compacted, suitable
fill such as clean sand, gravel, or crushed #57 or #67 stone or with very lean concrete.
Sand backfill should be compacted to a dry density of at least 95 percent of the modified
Proctor maximum dry density (ASTM D-1557), as previously described.
Immediately prior to placement of foundation reinforcing steel, it is suggested that the
bearing surfaces of all footing and floor slab areas be compacted using hand operated
mechanical tampers. In this manner, any localized areas, which have been loosened by
excavation operations, can be adequately re -compacted.
Soils exposed in the bases of all satisfactory foundation excavations should be protected
against any detrimental change in conditions such as from physical disturbance or rain.
Surface run-off water should be drained away from the excavations and not be allowed to
pond. If possible, all footing concrete should be placed the same day the excavation is
made. If this is not possible, the footing excavations should be adequately protected.
FOUNDATION DESIGN CONSIDERATIONS
Provided the previously described clearing, grading and subgrade preparation
recommendations are properly performed, the results of the exploration and analysis.
indicate that the proposed five story building can be supported by shallow spread footings.
The footings can be designed for a net allowable bearing pressure of 3,000 pounds per
square foot (psf) for both column (square type) and wall (strip type) footings. In using net
bearing pressures, the weight of the footings and backfill over the footing, including the
weight of the floor slab need not be considered. Hence, only loads applied at or above the
finished floor need to be used for dimensioning the footings. It is to be noted that the
structural elements should be centered on the footings such that the load is transferred
uniformly, unless the footings are proportioned for eccentric loads.
For non -load bearing walls, a thickened slab can be used for support. As an alternate to
strip footings, monolithic thickened edge slabs and/or post -tensioned slabs could be used
for building support. The design bearing value for such systems should also be 3000 psf.
Footing_ Characteristics
In order to avoid "punching type" shear failures, the wall and column footings should be at
least 36 inches wide. It is important that the minimum footing sizes are used regardless of
whether or not the foundation loads and allowable bearing pressures dictate a smaller size.
These minimum footing sizes tend to provide adequate bearing area to develop more
uniform bearing capacity and account for minor variations in the bearing materials.
fiP=.FMR;1V
Scott Hotels
PSI Project No. 757-85451
December 18, 1998
Page 8 of 12
Footings should be embedded a minimum of 24 inches below adjacent compacted grade.
For monolithic thickened edge slab foundations, the minimum depth of embedment can be
reduced to 8 inches.
Lateral loads that are applied to the building can be resisted by the earth pressure
mobilized on the vertical faces of the foundations and the shearing forces acting along the
footing base. Earth pressure resistance may be determined using an equivalent fluid density
of 180 pounds per cubic foot for moist soil and 90 pounds per cubic foot for submerged soil
below the water table. A friction factor of 0.4 should be used to determine base shearing
resistance.
The above values presume that the foundations are surrounded by well compacted sand
backfill and can withstand horizontal movements on the order of one -quarter to three -eighth
inches. Horizontal restraint determined in accordance with the recommended values should
be considered resistance that is available rather than allowable. Therefore, the design
should incorporate a factor of safety and we recommend that this be taken as 1.5 or
somewhat more.
Settlement
For foundations designed as noted herein, based in properly prepared subgrade soils, total
settlements are expected to be one inch or less. Provided a relatively balanced footing
design can be achieved, it is anticipated that differential movements will in general be within
50 percent of the total settlements. Since the foundation soils are primarily sandy,
settlements will occur relatively quickly and the portion of settlement due to dead load
should occur primarily as the load is applied. Live load settlement will, for the most part,
take place after the first load application.
FLOOR SLAB
The ground floor may be supported as a slab -on -grade, provided any undesirable materials
are removed and replaced with controlled structural fill. In this regard, it is recommended
that all ground floor slabs be "floating", that is, generally ground supported and not rigidly
connected to walls or foundations. A floating slab serves to minimize the possibility of
cracking and displacement of the floor resulting from differential movements between the
slab and the foundation. It may be appropriate to construct such slabs with post -tension
cables to reduce the potential for cracking and structural damage induced by differential
settlement.
It is also recommended that the floor slab bearing soils be covered by a lapped polyethylene
sheeting in order to minimize the potential for floor dampness which can affect the
performance of tile placed with adhesives and carpet. This membrane may consist of a
minimum six (6) mil single layer of non -corroding, non -deteriorating sheeting material
placed to minimize seams and to cover all of the soil below the building floor. This
MAR 22199 13:07 FR PSI -WINTER PARK 407 645 1320 TO 4223361 P.02i02
Scott Hotels
PSI Project No. 757-85451
PAVEMENT DESIGN CON51DERATIONS
December 18, 1998
Page 9 of 12
In general, following the completion of the previously recommended clearing and gradingoperations, the existing shallow subsurface soils should be acceptable for construction and
support of a flexible (limerock base) type pavement section after subgrade preparation,
provided a minimum separation of 18 inches is maintained between seasonal high elevation
and the bottom of the base. If this is not proposed, a soil cement base should be used with
a separation of at least 12 inches. Any fill utilized to elevate the cleared pavement areas
to subgrade elevation should consist of reasonably clean fine sands uniformly compacted to
a minimum density of 95% of the soils modified Proctor maximum dry density,
Choice of pavement base type will depend somewhat on final pavement grades. If final
grades are such that the bottom of the base will be at least 18 inches above the expected
normal wet season high groundwater level, then a limerock base could be used. For soil -
cement base, which is more resistant to deterioration under intermittent wet conditions than
limerock, the normal wet season high groundwater level should be controlled to more than
12 inches below the bottom of the base.
The subgrade materials should be stabilized to a minimum limerock Bearing Ratio (LBR)
of 40 percent. The stabilized area should be extended at least 6 inches beyond the back of
the curb section. The subgrade should be compacted and stabilized as stated above, and .
should be firm and true to line and grade prior to paving. Traffic should not be allowed on
the subgrade as the base is placed to avoid rutting. Before paving, the base should becheckedforsoundness.
Limerock base material should meet FDOT and Seminole County requirements including
compaction to a minimum density of 98 percent of its maximum dry density as determined
by the modified Proctor test (AASHTO T-180). The base should be stabilized to a FBJ
value of 75 psi and LBR of 100 percent. As a guideline for pavement design, we
recommend that the limerock base course be a minimum of ten (10) inches thick in parking
areas.
For a soil-cemcnt base, we recommend the soil -cement should have a minimum seven daystrengthof300psi. The soil -cement should be placed in maximum 6 inch lifts and
compacted in place to a minimum density of 95 percent of the modified Proctor maximum
dry density (AASHTOT-134). The soil -cement should be placed in accordance with the
requirements of the Portland Cement Association. Due to the loose to medium dense
subgrade soil conditions, we recommend the subgrade to a depth of 12 inches below the
base materials be compacted to a minimum density of 95 percent of its maximum drydensityasdeterminedbythemodifiedProctortest (AASHTO T-180.
Mom'
TOTAL PAGE.002 **
Scott Hotels
PSI Project No. 757-85451
December 30, 1998
Page 10 of 12
For a soil -cement base, we recommend the soil -cement should have a minimum seven day
strength of 300 psi. The soil -cement should be placed in maximum 6 inch lifts and
compacted in place to a minimum density of 95 percent of the modified Proctor maximum
dry density (AASHTO T-134). The soil -cement should be placed in accordance with the
requirements of the Portland Cement Association. Due to the loose to medium dense
subgrade soil conditions, we recommend the subgrade to a depth of 12 inches below a soil
cement base be compacted to a minimum density of 95 percent of its maximum dry density
as determined by the modified Proctor test (AASHTO T-180).
As Concrete Pavement
The asphaltic concrete structural course may consist of either Type S-1 or S-3 because of
their durability qualities. The asphaltic concrete should meet standard FDOT material
requirements and placement procedures as outlined in the FDOT Standard Specifications
for Road and Bridge Construction (latest revision). The asphalt should be compacted to
a minimum of 96% of the Marshall maximum laboratory unit weight.
The pavement recommendations presented herein are considered minimum for the site -soil
and limited traffic conditions expected. However, the final pavement thickness design
should be determined by the project civil engineer using actual anticipated traffic conditions.
Pavement thicknesses may also be subject to local land development code minimum
requirements beyond that recommended herein.
EARTH PRESSURES ON WALLS
Foundation walls constructed below existing grade or which have adjacent compacted fill will
be subjected to lateral at -rest or active earth pressures. Walls which are restrained at the
top and bottom will be subjected to at -rest soil pressures equivalent to a fluid density of 52
pounds per cubic foot (pcf). Walls, which are not restrained at the top and where sufficient
movement may mobilize active earth pressures, an equivalent fluid density of 35 pcf, can be
used. At locations where the base of the walls extends below the groundwater table, soil
pressures can be calculated using half (h) the equivalent fluid densities given above (See
table below for actual values); however, hydrostatic and seepage forces must then also be
included. The noted pressures do not include any surcharge effects for sloped backfill, point
or area loads behind the walls and assume that adequate drainage provisions have been
incorporated.
The lateral earth pressures acting on retaining walls can be resisted by the sliding forces
along the base of the wall footing and the passive resistance resulting from footing
embedment at the wall toe. Passive resistance could be neglected for safer design (due to
possible excavation in front of the wall at a future time).
Scott Hotels
PSI Project No. 757-85451
December 30, 1998
Page 11 of 12
earth xatal <lquivaet SUbinex edg Res ectvieP
Pressure I*'l d: Density: (': ` Fla d Density`Coefficient of
Condition Y..::ipcfl _ Pcf)axth Pressuure
At -Rest (k0) 52 26. 0.50
Active (ka) 35 14 0.33
Passive (kp) 315 126 1 3.00
1) These equivalent fluid densities are based on a clean sand backfill with an
average internal friction angle of 30 degrees and a total unit weight of 105 pd.
2) Hydrostatic and seepage forces should be added to the submerged fluid
densities when calculating total forces acting on retaining walls.
Coefficient of Sliding Friction Y' = 0.4
In order to reduce the loads being applied to the underground foundation walls and to
promote positive water drainage, it is recommended that a granular backfill be placed
directly behind the walls and extend laterally a minimum distance of one (1) foot. These
granular soils should be relatively clean, free draining materials containing less than five (5)
percent passing the No. 200 sieve (0.075 mm). Positive drainage of these backfill soils
should also be provided by such means as a perforated drain pipe enclosed in filter fabric
located at the toe of the wall.
In order to prevent wall rotation, tying the wall directly into the floor slab may also be
considered. In order to avoid wall damage due to excessive compaction, hand operated
mechanical tampers should be used to compact the granular materials; heavy compaction
equipment should not be allowed within five (5) feet of the walls. The compaction behind
walls should achieve a minimum of 95 percent of the modified Proctor maximum dry density
ASTM D-1557).
Srormwater Retention Pond
A stormwater retention pond is to be constructed in the northeast portion of the site. Based
on observed soil and groundwater conditions in the area (Boring AB-1), we consider it likely
that it will be necessary to construct the facility as a wet bottom pond. In the event that a
dry bottom pond is designed/constructed, underdrains may be necessary to assure pond
recovery and satisfactory performance.
The retention pond should be designed/constructed in accordance with Water Management
District criteria.
PV .
Scott Hotels December 30, 1998
PSI Project No. 757-85451 Page 12 of 12
LIMITATIONS
PSI's professional services have been performed, findings obtained, and recommendations
prepared in accordance with generally accepted geotechnical engineering principles and
practices. This company is not responsible for the conclusions, opinions or
recommendations made by others based on these data.
The scope of the geotechnical engineering work was intended to evaluate soil conditions
within the influence of the proposed structure .foundations. The analysis and
recommendations submitted in this report are based upon the data obtained from the
borings performed at the locations indicated. If any subsoil variations become evident
during the course of this project, a re-evaluation of the recommendations contained in this
report will be necessary after PSI has had an opportunity to observe the characteristics of
the conditions encountered.
The scope of the services presented herein did not include any environmental assessment
or investigation for the presence or absence of hazardous or toxic materials in the soil,
groundwater, or surface water within or beyond the site studied. Any statements in this
report regarding odors, staining of soils, or other unusual conditions observed are strictly for
the information of our client.
CLOSURE
PSI appreciates the opportunity to provide our services on this project and we trust that the
information presented is sufficient for your immediate needs. If you have any questions
concerning the contents of this report, or as we may be of further service, please contact the
undersigned.
Sincerely
PRO S AL SERVICE INDUSTRIES, INC.
fl,
Gordon !King, Ian Kinnear, P.E.
Project r Chief Geotechnical Engineer
FL Registration No. 32614
cc: Mr. Bob Paymayesh - DPC Engineering
GK/IK:cm:cd:cx\7s7a545i.io4
Appendix
Figures 1 and 2
Sheet 1
APPENDIX
SECTION: 29 ISSUED: 1965
TOWNSHIP: 19 SOUTH PHOTOREVISED: 1988
RANGE: 30 EAST SCALE: 1" = 2000'
VICINITY MAP
SPRING HILL SUITES BY MARRIOTT
SANFORD, FLORIDA
Environmental
Geotechnical
Construction
ConsuFting • Engineering • Testing
DRAWN: JAM SCALE: NOTED PROJ. NO: 757-85451
CHKD: GK DATE: 12-10-98 FIGURE: 1
i•'!
r'+:tit .YL-„''y `•`f--r ::/. t . - _ ' i .• .. __ 's. a'`.F+E'':' r'_ '?' -
APPROXIMATE ^'r ,, •
d :4 SITE f .,
LOCATION ? 13
jE.•.20
Q A
f ,'•
J• 1 r J1[\ r1 S.\t ,',f• 'Y'L..G .' F. , '.Y i .F W.\
t`
1 2
r` ,• S (,,\ Y i Mom.-') _ i e V\ rr [4ySs K "•.aai,: •` - f'
21. 3•,.4fi
mg
a
1
rYt iL• ''
7 ,
y
w. .
4 ~,J ?ti j `•1L'Y .• ,_' '1 ry.•
REFERENCE: U.S.D.A.-S.C.S. SOILS MAP, "SEMINOLE COUNTY, FLORIDA'
SECTION: 29 SCALE: 1" = 2000'
TOWNSHIP: 19 SOUTH ISSUED: 1990
RANGE: 30 EAST
SOILS LEGEND
34 URBAN LAND, 0 TO 12 PERCENT SLOPES
SOILS MAP
SPRING HILL SUITES BY MARRIOTT
SANFORD, FLORIDA
Environmental
GeotechnicalMConstruction
Consulting f Engineering • Testing
DRAWN: JAM SCALE: NOTED PROD. NO: 757-85451
CHKD: CK DATE: 12-10-98 FIGURE: 2