GEOTECHNICAL REPORT (SEP 2001)
,
REPORT OF
GEOTECHNICAL EXPLORATION
PROPOSED FIRST BAPTIST CHURCH
301 NORTH SEA CREST BOULEVARD
BOYNTON BEACH, FLORIDA
FOR
FIRST BAPTIST CHURCH
301 NORTH SEA CREST BOULEVARD
BOYNTON BEACH, FLORIDA 33435
PREPARED BY
NUTTING ENGINEERS OF FLORIDA, INC.
1310 NEPTUNE DRIVE
BOYNTON BEACH, FLORIDA 33426
SEPTEMBER 2001
Geotechnical & Construction Materials
Hydrogeology & Monitoring Wells
Engineering 0 Inspection 0 Testing
01310 NEPTUNE DRIVE 0 BOYNTON BEACH, FL 33426 0 8175WEST32ndAVENUEoSUITE20HIALEAH, FL33018
(561) 736-49000(954)941-8700- (305) 824-0060- Fax (561) 737-9975- (954) 938-8900 (305) 557-3083 - Fax (305) 824-8827
1
NUTTING
ENGINEERS
~eotechnical & Construction Materials
Engineering & Testing · Inspection
Environmental Services
OF FLORIDA, INC.
ESTABLISHED 1967
Offices throughout the state of Florida
www.nuttingengineers.com.info@nuttingengineers.com
September 17, 2001
Mr. Chff Melear
Chairman BUIldmg ComrmssIOn
First Baptist Church
301 North Seacrest Boulevard
Boynton Beach, Flonda 33435
Phone: 561-704-9812 Fax: 561-735-9544
Subject:
Report of Geotechmcal Exploration
Proposed First Baptist Church Sanctuary
301 North Seacrest Boulevard
Boynton Beach, Flonda
Dear Mr. Melear:
Nutting Engmeers of Flonda, Inc. has performed a geotechnical exploration for the proposed
buIlding to be constructed at the above referenced sIte m Boynton Beach, Florida. The
purpose of this exploration was to obtain informatIon concerning the site and subsurface
condItIons in order to provide sIte preparatIon and foundation desIgn recommendations for
support of the proposed construction. ThIS report presents our findmgs and
recommendatIOns.
PROJECT INFORMATION
Based on dIScuSSIons wIth the structural engineer, plans call for the development of a multI-
story sanctuary buIlding with offices. Structural speCIfications are not known at thIS time, but
along WIth the building, Improvements will be made to the eXIsting asphalt paved parking lot
and roadways. Based on current site elevatIOns and our knowledge of the area rmmmal fill
will be reqUIred to bring the site up to grade
GENERAL SUBSURFACE CONDITIONS
Subsurface Soil Exploration
The exploration of subsurface condItIons mcluded SIte observation, reVIew of the Palm Beach
County SoIl Survey Map, Standard PenetratIOn Test bonngs (ASTM D-1586), and
exfiltration tests.
2
1310 NEPTUNE DRIVE. BOYNTON BEACH, FLORIDA 33426. (561) 736-4900. Fax (561) 737-9975
Broward (954) 941-8700. HiIIsborough (727) 372-2300. Miami-Dade (305) 557-3083
In order to explore the subsurface condItIons at the sIte, eIght (8) Standard PenetratIOn Test
bonngs (ASTM D-1586) were performed to a depth of 15 feet below the eXIstIng ground
surface.
The locatIOns of the test bonngs are IndIcated on the attached Test Bonng Location Plan.
IndIVIdual test bonng reports are presented In the AppendIx of thIS report. The test boring
locatIOns were selected by the clIent. The bonngs were establIshed in the field using
approXImate methods; namely, a measunng tape and aVaIlable surface controls.
Soil Survey Maps Review
The Palm Beach County soil survey maps IndIcate that the SIte consIsts SaInt Lucie fine Sand.
ThIS series IS nearly level to sloping, excessIvely draIned, deep, sandy SOlI is on long narrow,
dune-like coastal ridges and on Isolated knolls. A representative pedon contaInS a surface
layer of gray sand about 5 inches thICk. Below this is whIte sand that extends to a depth of 72
inches or more. We note that the maximum depth of the survey IS SIX feet.
Test Boring Results
The test borings generally revealed a surface layer of loose to medium dense light gray sand
to a depth of approximately eight to ten feet. This was underlaIn by loose to medIUm dense
yellowish brown sand to fifteen feet, the maximum depth explored. We note that in locations
where the borings were performed in eXIsting asphalt, the upper two feet of material
represented road base and subbase.
Exfiltration Test Results
As part of the geotechmcal exploratIOn, three 'Usual Open Hole' exfiltration tests were
performed in accordance WIth South Flonda Water Management DIStrict specificatIOns to a
depth of six feet. The results of the exfiltration tests revealed the SOlIs at the location tested
have a hydraulic conductivity (K-value) of 9.38 X 10-4, 1.17 X 10-3, and 4.84 X 10-4 cfs/ft2/ft
of head. DetaIled flow rates and soIl descnptIOns are presented in the appendix.
Groundwater
The groundwater level was measured at the bonng locatIons at the tIme of dnlling. The
groundwater level was encountered at an approXImate depth of twelve feet below the eXIstIng
ground surface. FluctuatIOn in the observed groundwater levels should be expected due to
seasonal clImatIc changes, constructIOn actIVIty, and other sIte-specific factors.
ANALYSIS AND RECOMMENDATIONS
The bonngs performed for thIS project revealed that the SOlIs WIthIn the upper SIX to ten feet
are In a loose state. Because of thIS, In order to properly prepare the foundatIon SOlIs, some
undercutting, and compaction wIll need to be accomplIshed pnor to construction.
~NUTTING
~ ENGINEERS
OF FLORIDA INC
ESTABLISHED 1967
3
Once the site IS prepared In accordance wIth the recommendations presented in thIS report,
the sIte may be developed for the proposed bUIldmg usmg a conventional shallow foundation
system designed for an allowable soIl beanng pressure of 3,000 pounds per square foot. We
recommend that a stem wall WIth floatmg slab foundation be used to support the structure,
rather than a monolIthIc type foundatIOn.
We recommend a minimum width of 18 inches for contmuous footmgs and 36 inches for
IndivIdual footings, even though the soil bearing pressure may not be fully developed in all
cases. We recommend that the bottom of footIngs be at least 18 inches below the lowest
adjacent finished grade.
It is our opinion that the floor slab system may be constructed as a slab on grade. We
recommend that a vapor bamer be placed between the soIl and concrete. We also recommend
that the remforcing steel mesh be placed at the approXImate center of the placed concrete for
tensile support.
Settlement Analyses
We have compared the field test data obtaIned In thIS exploration WIth our expenence with
siIll1lar structures and empIrical relatIOnshIps for soil beanng and settlement. Using a soIl
beanng pressure on the order of 3,000 pounds per square foot, we have estimated that the
total settlement of the structure should not exceed approxImately one inch, upon successful
completion of the recommended buildIng pad preparation procedures. DIfferential
settlements should be approxImately one-half of the total settlement. Most of this settlement
should occur upon the applicatIOn of the dead load dunng constructIOn.
Site Preparation
All construction debris (floor slabs, footmgs, tie beams, concrete block, abandoned utilities,
etc.), grass, weeds, and root zones should be stripped and removed from the constructIOn area
to a lateral distance of at least 5 feet beyond the proposed exterior buildIng lImits.
Once the debris has been cleared, the soIls should be undercut to a depth of two feet. The
undercut should begin at a Ill1mmum dIstance of two feet away from the eXIstmg bUIldmg.
This must be done In order to aVOid potentially underminmg the existIng foundations. The
excavated soils may be stockpiled for use as backfill. A representatIve of the geotechmcal
engineer should observe the stnpped surface.
Upon approval by the geotechmcal engineer, the stnpped surface should be wetted, and then
compacted WIth at least twenty passes of a vibratory roller haVIng a Ill1mmum dynamic force
of 10 tons. Also, the surface should be compacted untIl a denSIty equivalent to at least 98
percent of the modIfied Proctor maXImum dry denSIty (ASTM D-1557) IS achieved to a depth
of at least 12 inches below the compacted surface.
(@NUTTING
~ ENGINEERS
OF FLORIDA INC.
ESTABLISHED 1967
4
Structural fill needed to bring the sIte to construction grade may then be placed in lIfts not
exceeding 12 Inches In loose thIckness when USIng the VIbratory compactIOn eqUIpment
descnbed previously. Each lIft should be thoroughly compacted until densIties eqUIvalent to
at least 98 percent of the modIfied Proctor maxImum dry densIty are uniformly obtained.
FollOWIng site and buIlding pad construction as dIscussed above, the foundatIOn area can be
excavated and the footIngs formed.
The bottom of foundation excavatIOns should be compacted after excavation to develop a
rmnimum density reqUIrement of 98 percent of the maXImum modIfied Proctor dry density,
for a rmnimum depth of one (1) foot below the bottom of the footing depth, as determIned by
field density compactIOn tests. The floor slab area should also be compacted in the same
manor.
Pavements
Pavement areas should be compacted to a mimmum of 98 percent of the modIfied Proctor
maximum dry density to a depth of at least 12 inches below the bottom of the subgrade level.
We recommend that stabIlIzed sub grade having a rmmmum LImerock Bearing RatIO (LBR)
of 40 IS placed to a depth of approxImately one foot below the base course. The base course
should be at least 6 inches, and should have a rmmmum LBR of 100.
GENERAL INFORMATION
Prior to Initiating compaction operatIOns, we recommend that representative samples of the
structural fill material to be used and acceptable In-place SOlIs be collected and tested to
determIne theIr compaction and claSSIficatIOn charactenstIcs The maXImum dry density,
optImum moisture content, gradatIon and plastiCIty charactenstIcs should be determined.
These tests are needed for compaction quality control of the structural fill and existIng soIls,
and to determIne If the fill material IS acceptable.
A representative number of in-place field density tests should be performed in the compacted
eXIstIng soils and In each lift of structural fill or backfill to confirm that the reqUIred degree
of compaction has been obtained.
If conditions are encountered which are not consistent WIth the findings presented In thIS
report, or if proposed constructIOn is moved from the locatIOn studied, this office shall be
notified immedIately so that the condition or change can be evaluated and appropnate actIOn
taken.
The vibratory compactIOn eqUIpment could cause VIbratIOns that could be felt by persons
WIthIn adjacent buildIngs. The contractor should exercise due care dunng the performance of
the vibratory compaction work. If such vibratIOns are not conSIdered tolerable, then alternate
foundatIOn modificatIOn techniques should be conSIdered.
~NUTTING
~ ENGINEERS
OF FLORIDA. INC
ESTABLISHED 1967
5
We appreciate the opportunity to provide these servIces for you. If we can be of any further
assistance, or If you need additional mformatIOn, please feel free to contact us.
Sincerely,
NUTTING ENGINEERS OF FLORIDA, INC.
~(L4to~(~K,l)\c. ~J~9/t7JD(
Chnstopher E. Gworek Richard Wohlfarth, P.E. t50858
Project Engineer Director of Engmeenng
Attachments: Soil Boring Location Plan and Exfiltration Test Plan
Test Boring Reports (1-8)
ExfiltratlOn Results (1-3)
Lirmtations of LIability
SoIl ClassIfication Critena
REP F1RSTBAPTISTBOYNTON CEG
€pNUTTING
~ ENGINEERS
OF FLORIDA. INC
ESTABLISHED 1967
6
08/20/2001 16:44 941-955-7360
MADDOX & ASSOCIATES
PAGE e12
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NUTTING "-
ENGINEERS
OF FLORIDA, INC,
Established 1967
".eotechnical & Construction Materials
Hydrogeology & Monitoring Wells
Engineering · Inspection. Testing
TEST BORING REPORT
Depth
Feet
Description of Materials
2
Brown quartz fine SAND, root
Lt. gray quartz fine SAND
Yellowish brown quartz fine SAND
Ok. brown quartz fine SAND, shell fragments
Brownish yellow quartz fine SAND
Yellowish brown quartz fine SAND
Test Boring terminates @ 15 feet.
4
6
10
13
15
. Penetration - N Value Blows
10 20 30 40 50 60 70 80 90 N Sampler Casing
1/2
2/2
3/3
3/3
4/4
4/4
5/7
8/7
7/6
6/6
6/6
6/6
o
\ 4
6
R
) 15
b 12
I) 12
I 3
Order #.
Hole#'
Client: First Baptist Church
Project Name. First Baptist Church-Boynton Beach
Project Location. 301 N. Seacrest Blvd. Boynton Beach, FL
Hole Location. Approx. 140' N & 10' E of NW corner of building E3
Driller M. Metz
Elevation Reference Approx. 6" above road crown
Casing:Diameter' 3" 00 BX Flush Couple
Sampler' Diameter' 2" 00 x 2' Split Spoon
Groundwater depth Immediate ~
SAMPLES Will BE DISCARDED IN 60 DAYS UNLESS INSTRUCTED OTHERWISE.
10
212
1/2
II
II
12818.1
1
Date Started: 8/30/01
Date Completed' 8/30/01
Hammer WT 280# Fall: 24"
Hammer WT 140# Fall: 30"
by'
1310 Neptune Drive, Boynton Beach, Florida 33426
Boynton Beach (561) 736-4900' Pompano Beach (954) 941-8700' FAX (561) 737-9975
@9
NUTTING ,
ENGINEERS
OF FLORIDA, INC.
Established 1967
.eotechnical & Construction Materials
Hydrogeology & Monitoring Wells
Engineering. Inspection. Testing
TEST BORING REPORT
Depth
Feet
Description of Materials
Lt. gray quartz fine SAND
10
Yellowish brown quartz fine SAND
15 Test Boring terminates @ 15 feet.
o
. Penetration - N Value
30 40 50 60 70
90 N
10
20
80
3
6
7
<D 7
\
10
7
( 7
Client: First Baptist Church
Project Name. First Baptist Church-Boynton Beach
Project Location. 301 N. Seacrest Blvd. Boynton Beach, FL
Hole Location Approx. 140' N & 120' E of NW corner of building E3
Driller' M. Metz
Elevation Reference Approx. @ road crown
Casing. Diameter' 3" 00 BX Flush Couple
Sampler' Diameter' 2" 00 x 2' Split Spoon
Groundwater depth Immediate. ~
SAMPLES WILL BE DISCARDED IN 60 DAYS UNLESS INSTRUCTED OTHERWISE.
Order #.
Hole#'
Blows
Sampler Casing
1/1
2/2
2/3
3/3
3/3
4/3
4/3
4/5
5/5
5/5
4/3
4/4
10
3/4
3/4
12818.1
2
Date Started. 8/30101
Date Completed: 8/30101
Hammer WT 280# Fall: 24"
Hammer WT 140# Fall. 30"
by'
1310 Neptune Drive, Boynton Beach, Florida 33426
Boynton Beach (561) 736-4900. Pompano Beach (954) 941-8700' FAX (561) 737-9975
~
NUTTING ,","
ENGINEERS
OF FLORIDA, INC.
Established 1967
~otechnical & Construction Materials
Hydrogeology & Monitoring Wells
Engineering. Inspection. Testing
TEST BORING REPORT
Depth
Feet
.1
Description of Materials
2
1" Asphalt ./"
Brown quartz fine SAND, shell, cemented sand
Lt. gray quartz fine SAND
Yellowish brown quartz fine SAND
Test Boring terminates @ 15 feet.
10
15
. Penetration - N Value Blows
10 20 30 40 50 60 70 80 90 N Sampler Casing
15/9
617
7/6
5/4
3/2
3/2
3/4
3/4
4/4
5/4
5/4
4/4
o
/ 15
11
I ..
\
~ 7
9
8
C 7
Client: First Baptist Church
Project Name First Baptist Church-Boynton Beach
Project Location 301 N. Seacrest Blvd. Boynton Beach, FL
Hole Location' Approx. 10' N & 122' E of NW corner of building E3
Driller M. Metz
Elevation Reference, Approx. @ road crown
Casing:Diameter' 3" 00 BX Flush Couple
Sampler' Diameter' 2" 00 x 2' Split Spoon
Groundwater depth'lmmediate ~
SAMPLES WILL BE DISCARDED IN 60 DAYS UNLESS INSTRUCTED OTHERWISE.
Order #'
Hole#'
12
2/3
4/3
12818.1
3
Date Started 9/4/01
Date Completed' 9/4/01
Hammer WT 280# Fall: 24"
Hammer WT 140# Fall: 30"
by' gJ
R C WOhlfth. P E. #50858
1310 Neptune Drive, Boynton Beach, Florida 33426
Boynton Beach (561) 736-4900' Pompano Beach (954) 941-8700' FAX (561) 737-9975
~
NUTTING '~
ENGINEERS
OF FLORIDA, INC.
Established 1967
~otechnical & Construction Materials
Hydrogeology & Monitoring Wells
Engineering. Inspection. Testing
TEST BORING REPORT
Depth
Feet
Description of Materials
.6
2
1" Asphalt
Lt. brown quartz fine SAND, fill rock
Gray quartz fine SAND
8
Yellowish brown quartz fine SAND
15 Test Boring terminates @ 15 feet.
Blows
90 N Sampler Casing
14/7
616
4/3
3/2
212
212
213
3/3
4/4
4/4
5/5
5/5
o
. Penetration - N Value
30 40 50 60 70
80
10
20
I? 13
c( 6
rI 4
6
8
10
j 7
Order #.
Hole#'
Client: First Baptist Church
Project Name. First Baptist Church-Boynton Beach
Project Location 301 N. Seacrest Blvd. Boynton Beach, FL
Hole Location. Approx.10' N & 10' E of NW corner of building E3
Driller' M. Metz
Elevation Reference Approx. @ road crown
Casing' Diameter' 3" OD BX Flush Couple
Sampler'Diameter' 2" OD x 2' Split Spoon
Groundwater depth. Immediate. ~
SAMPLES WILL BE DISCARDED IN 60 DAYS UNLESS INSTRUCTED OTHERWISE.
14
5/4
3/3
12818.1
4
Date Started 9/4/01
Date Completed: 9/4/01
Hammer WT 280# Fall: 24"
Hammer WT 140# Fall: 30"
by'
1310 Neptune Drive, Boynton Beach, Florida 33426
Boynton Beach (561) 736-4900. Pompano Beach (954) 941-8700. FAX (561) 737-9975
~
NUTTING .~,
ENGINEERS
OF FLORIDA, INC.
Established 1967
<cotechnical & Construction Materials
Hydrogeology & Monitoring Wells
Engineering. Inspection. Testing
TEST BORING REPORT
Depth
Feet
Description of Materials
.5
~ 1/2" Asphalt ~
Lt. gray quartz fine SAND
Yellowish brown quartz fine SAND
Test Boring terminates @ 15 feet.
8
15
. Penetration - N Value Blows
10 20 30 40 50 60 70 80 90 N Sampler Casing
6/5
6/7
4/4
4/4
4/3
3/4
4/4
4/4
4/3
4/3
3/4
3/3
o
'f) 11
? 8
rf R
~ 8
( 7
7
<i 6
Order #.
Hole#'
Client: First Baptist Church
Project Name. First Baptist Church-Boynton Beach
Project Location. 301 N. Seacrest Blvd. Boynton Beach, FL
Hole Location Approx. 100' N & 50' E of NW corner of building E3
Driller' M. Metz
Elevation Reference, Approx. @ road crown
Casing:Diameter' 3" 00 BX Flush Couple
Sampler' Diameter' 2" 00 x 2' Split Spoon
Groundwater depth Immediate ~
SAMPLES WILL BE DISCARDED IN 60 DAYS UNLESS INSTRUCTED OTHERWISE.
8
3/3
3/3
12818.1
5
Date Started' 8/30/01
Date Completed 8/30/01
Hammer WT 280# Fall: 24"
Hammer WT 140# Fall: 30"
by'
1310 Neptune Drive, Boynton Beach, Florida 33426
Boynton Beach (561) 736-4900. Pompano Beach (954) 941-8700' FAX (561) 737-9975
~
NUTTING ..,
ENGINEERS
OF FLORIDA, INC.
Established 1967
~otechnical & Construction Materials
Hydrogeology & Monitoring Wells
Engineering' Inspection' Testing
TEST BORING REPORT
Depth
Feet Description of Materials
Lt. gray quartz fine SAND
10 Dk. brown quartz fine SAND
13
Red, brown quartz fine SAND
15 Test Boring terminates @ 15 feet.
. Penetration - N Value Blows
10 20 30 40 50 60 70 80 90 N Sampler Casing
4/3
6/11
10/10
10/7
4/4
3/3
3/4
4/3
4/4
4/4
4/5
5/5
o
G~ 9
20
V
r; 7
8
( 8
) 10
( 10
Client: First Baptist Church
Project Name First Baptist Church-Boynton Beach
Project Location. 301 N. Seacrest Blvd. Boynton Beach, FL
Hole Location Approx. 90' N & 105' E of NW corner of building E3
Driller M. Metz
Elevation Reference Approx. @ road crown
Casing Diameter' 3" 00 BX Flush Couple
Sampler' Diameter' 2" 00 x 2' Split Spoon
Groundwater depth Immediate 12'
SAMPLES WILL BE DISCARDED IN 60 DAYS UNLESS INSTRUCTED OTHERWISE.
Order #.
Hole#'
12
4/5
5/5
12818.1
6
Date Started' 8/30101
Date Completed' 8/30101
Hammer WT 280# Fall: 24"
Hammer WT 140# Fall' 30"
by'
1310 Neptune Drive, Boynton Beach, Florida 33426
Boynton Beach (561) 736-4900. Pompano Beach (954) 941-8700' FAX (561) 737-9975
~
NUTTING ,
ENGINEERS
OF FLORIDA, INC.
Established 1967
eotechnical & Construction Materials
Hydrogeology & Monitoring Wells
Engineering. Inspection. Testing
TEST BORING REPORT
Depth
Feet
Description of Materials
.5
1" Asphalt, Fill Rock ~
Lt. gray quartz fine SAND
Yellowish brown quartz fine SAND
Test Boring terminates @ 15 feet.
10
15
. Penetration - N Value Blows
10 20 30 40 50 60 70 80 90 N Sampler Casing
1218
7/6
5/5
5/4
3/3
3/3
4/4
4/4
4/5
5/5
4/4
4/4
o
,v 15
10
/
r1 R
~ 8
D 10
1 8
5
Order #.
Hole#'
Client: First Baptist Church
Project Name. First Baptist Church-Boynton Beach
Project Location' 301 N. Seacrest Blvd. Boynton Beach, FL
Hole Location Approx. 50' N & 90' E of NW corner of building E3
Driller' M. Metz
Elevation Reference. Approx. @ road crown
Casing Diameter' 3" 00 BX Flush Couple
Sampler' Diameter' 2" 00 x 2' Split Spoon
Groundwater depth Immediate. ~
SAMPLES WILL BE DISCARDED IN 60 DAYS UNLESS INSTRUCTED OTHERWISE.
11
3/2
3/3
12818.1
7
Date Started. 9/4/01
Date Completed 9/4/01
Hammer WT 280# Fall: 24"
Hammer WT 140# Fall: 30"
by'
1310 Neptune Drive, Boynton Beach, Florida 33426
Boynton Beach (561) 736-4900' Pompano Beach (954) 941-8700' FAX (561) 737-9975
~
NUTTING ..
ENGINEERS
OF FLORIDA, INC.
Established 1967
Rotechnical & Construction Materials
Hydrogeology & Monitoring Wells
Engineering · Inspection. Testing
TEST BORING REPORT
Client: First Baptist Church
Project Name First Baptist Church-Boynton Beach
Project Location. 301 N. Seacrest Blvd. Boynton Beach, FL
Hole Location Approx. 50' N & 25' E of NW corner of building E3
Driller' M. Metz
Elevation Reference' Approx. @ road crown
Casing Diameter 3" 00 BX Flush Couple
Sampler Diameter' 2" 00 x 2' Split Spoon
Groundwater depth. Immediate ~
SAMPLES WILL BE DISCARDED IN 60 DAYS UNLESS INSTRUCTED OTHERWISE.
Depth
Feet
Description of Materials
-f
t-- 1" Asphalt ~
'- Brown Quartz fine SAND, road fill /'
Lt. gray quartz fine SAND
Yellowish brown quartz fine SAND
Test Boring terminates @ 15 feet.
4
15
o
. Penetration - N Value Blows
10 20 30 40 50 60 70 80 90 N Sampler Casing
18/9
8/7
616
5/4
3/3
3/3
3/2
3/2
3/4
4/4
4/4
5/5
I 17
11
-! Ii
d 5
~ 8
9
( 8
13
4/4
4/5
Order #.
Hole#'
12818.1
8
Date Started. 9/4/01
Date Completed' 9/4/01
Hammer WT 280# Fall. 24"
Hammer WT 140# Fall: 30"
by'
1310 Neptune Drive, Boynton Beach, Florida 33426
Boynton Beach (561) 736-4900' Pompano Beach (954) 941-8700' FAX (561) 737-9975
NUTTING
ENGINEERS
OF FLORIDA, INC.
ESTABLISHED 1967
www.nuttingengineers.com.info@nuttingengineers.com
Geotechnical & Construction Materials
Engineering & Testing · Inspection
Environmental Services
Offices throughout the state of Florida
CLIENT:
PROJECT
LOCATION
TEST
First Baptist Church
First Baptist Church-Boynton Beach
301 N Seacrest Blvd. Boynton Beach, FL
Usual Type Open Hole Exfiltration Test
SURFACE
ELEVATION Approx. 6" above road crown
CASING
DIAMETER. 6"
TUBE DEPTH. 6'
ORDER NO'
REPORT NO'
DATE
12818 1
1
9/06/01
Water table from ground surface
Below 6'
ONE MINUTE
INCREMENT
PUMPING RATE
IN GAL/MIN
LOCATION: Approx. 100' S & 110' W ofNE property
comer
MA TERIAL DESCRIPTION'
0-6' Lt. tan quartz fine SAND
K = 9.3 8 X 10 -4 cfs/ft2 ft. head
1st Baptis12818l.mc
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
126
12.6
12.5
12.4
12.4
12.4
124
124
12.4
12.4
12.4
12.4
12.4
124
12.4
124
124
12.4
1310 NEPTUNE DRIVE. BOYNTON BEACH, FLORIDA 33426. (561) 736-4900. Fax (561) 737-9975
Broward (954) 941-8700. HiIIsborough (727) 372-2300. Miami-Dade (305) 557-3083
Geotechnical & Construction Materials
Engineering & Testing · Inspection
Environmental Services
Offices throughout the state of Florida
www.nuttingengineers.com.info@nuttingengineers.com
CLIENT.
PROJECT
LOCA nON
TEST.
First Baptist Church
First Baptist Church-Boynton Beach
301 N Seacrest Blvd, Boynton Beach, FL
Usual Type Open Hole Exfiltration Test
SURF ACE
ELEV A nON Approx. @ road crown
CASING
DIAMETER. 8"
TUBE DEPTH. 6'
ORDER NO'
REPORT NO'
DATE
12818 I
2
9/05/0 I
Water table from ground surface
>6'
ONE MINUTE
INCREMENT
PUMPING RATE
IN GAL/MIN
LOCATION' Approx. 275' N & 80' E ofSW property
comer
MATERIAL DESCRIPTION.
0-2' Brown quartz fine SAND
2' -6' Lt. gray quartz fine SAND
K = 1 17 X 10 -3 cfs/ft2 ft. head
151 BaptIs 12818l.mc
1
2
3
4
5
6
7
8
9
10
16
16
16
16
155
155
15.5
15 5
155
15 5
1310 NEPTUNE DRIVE. BOYNTON BEACH, FLORIDA 33426. (561) 736-4900. Fax (561) 737-9975
Broward (954) 941-8700. HiIIsborough (727) 372-2300. Miami-Dade (305) 557-3083
NUTTING
ENGINEERS
OF FLORIDA, INC.
ESTABLISHED 1967
'Geotechnical & Construction Materials
Engineering & Testing · Inspection
Environmental Services
Offices throughout the state of Florida
www.nuttingengineers.com.info@nuttingengineers.com
CLIENT
PROJECT'
LOCATION
TEST
First Baptist Church
First Baptist Church-Boynton Beach
301 N Seacrest Blvd. Boynton Beach, FL
Usual Type Open Hole Exfiltration Test
SURFACE
ELEV A TION Approx. 6" above road crown
CASING
DIAMETER. 6"
TUBE DEPTH: 6'
ORDER NO'
REPORT NO'
DATE,
128181
3
8/3 1/01
Water table from ground surface
>6'
ONE MINUTE
INCREMENT
PUMPING RATE
IN GAL/MIN
LOCATION' Approx. 60' N & 40' E ofSW property
corner
l\1A TERIAL DESCRIPTION.
0-2' Brown/gray quartz fine SAND
2'-6' Lt. gray quartz fine SAND
K = 4 84 X 10 -4 cfs/ft2 ft. head
151 Baptis 12818l.mc
1
2
3
4
5
6
7
8
9
10
7.0
68
68
66
6.5
64
64
64
64
64
1310 NEPTUNE DRIVE. BOYNTON BEACH, FLORIDA 33426. (561) 736-4900. Fax (561) 737-9975
Broward (954) 941-8700. HiIIsborough (727) 372-2300. Miami-Dade (305) 557-3083
SOIL CLASSIFICATION CRITERIA
RELATIVE DENSITY
SAND
SPT N-VALUE
(blows/ft.)
RELATIVE
DENSITY
0-4
5 - 10
11 29
30 49
>50
100/6"
Very Loose
Loose
Medium
Dense
Very Dense
Refusal
PARTICLE SIZE
Boulder
Cobble
Gravel
Sand
Silt
Clay
>12 in.
3 to 12 in.
4.76mm to 3 in.
0.074mm to 4.76mm
0.005mm to 0.074mm
<0.005mm
Major Ojvisions
i
8
...
._ 0
oz'
en c
" 0
.h
~ -j
s e
~~
i
.s
-
~
i
~.~;
i ~ ~~
~ .:: c
{;olo
~iil:
to 8.=
~
lE ~
~~U:
Group
Symbols
Typical
Names
il
--
U.
<:]
c -
:a-g
u~
- -
oc~
~.2"
..lOW"
~ ;'::'0
~o~
_15;
p~
'2~ ~
~ ~u:
GW
Well-graded gravels and
flavel~sand mixtures,
linls or no fines
i
".
~.:o!t
u~~
~ ~ is
; g~
:: ..J 10
en
GP
Poorly graded gravels and
"evel-sand mixtures.
linle or no fines
_8
:: N
o .
en 0
l:Z
51
~~
~ ~
;;
~
;.-~
c3 :~ ~
-g :2..s
- , l5
~ ~ i
en II
GM
Silty gravels. gravel-sand-
silt mixtures
H;ghly Orgonic Soils
GC
Clayey gravels. gravel-sand-
clay mixtures
SW
Well-Voded .._ and
gr8Y8f1y sends.
littte or no fines
SP
Poorly graded sands and griJVelly
sands. tittle Of no fines
SM
Silty sands. sand-sift mixtures
SC
Clayey sands, sand-clay mixtures
ML
Inorgsn;c silts. V8'fY hoe
sands, rock flour. silty or
clayey fine sands
Inorganic clays of low to
medium plasticity. grsvelly
clays. sandy cIlJYs. silty
clays. Jean clarys
Orgenic silU and or98"jc
sHty clays of low plasticity
Inor98nic silts. micact"Ous
or diatomaceous fine sands
Of s;lts. elastic silts
CL
OL
MH
CH
Inorganic clays of hi~
plasticity fat clays
OrgaOlc clays of medium
to high plastICity
Peat. muck, and other hilflty
orgenic SOils
OH
'"B..-d on the mearial passing the 3 in. l75-mm.h-i_e
PT
SHEAR STRENGTH
CLAY
SPT UNCONFINED CONSISTENCY
N-Valoe COMPo STRENGTH
(blows/ft.) (tons/ft.2)
<2
2 4
5 8
9 15
16 - 30
>30
<0.25
0.25-0.50
0.50-1.00
1.00-2.00
2.00-4.00
>4.00
Very soft
Soft
Medium
Stiff
Very Stiff
Hard
DESCRIPTION MODIFIERS
0-5%
6 - 10%
11 - 20%
21 - 35%
>35%
Slight trace
Trace
Li ttl e
Some
And
.g~
~E
.- >
~g;~i;
~ ?:~~o-6
'0 (/)(/)QJ-
~ o.-U~ ~
... ~~~~;:)
~?:~o~
~C)C)m-::
" .-
~ ,,~ ~
o ~._
.ii .;;g i
.3 8"""
g NOS
C ciZN
.g =; !zO
" .0.
~ o.<fI.l
ii 1/l~&
<3 ~U~
.2:-
i~;
...J~'"
Classification Criteria
C u '" D GolD 1 0 Greater than 4
C ~ 1030)2 Between 1 and 3
z D'0xD60
Not meeting both criteria for GW
I
1
Atterbel-g limits plot beJow A line
or plasticity index less than 4
Anerberg limits plotting
in hatched area are
borderline classifications
requiring use of dual
symbols
Atterberg limits plot above A" line
and plasticity index 17eater than 7
Cu '" DsoID10 Greater than 6
10 30) 2
Cz.::: D'D xD6D Between' and 3
Not meeting both criteria for SW
Atterberg lim;ts ptot below A line Anerberg limits plotting
or plasticity index less than 4 in hatched area .r~
borderline classifications
Anerberg limits plot above At> line I requiring use of dual
and plasticity index ~eater than 7 ! symbols
PLAST ICITY CHART
I V
81 /K.L
A
/
FOt' c:1__t;~t.OI' of 'i",..'....."
5-0 lIOih _d fi,.. "":"0" of coa..
"'.i.-.d .,il...
A""~'9 l...rnts plotti,.., i", t'>.tc:~d
....... bO.ckf""'. cl_.I.c.tio"'.
..o"i""'9"_ ot 4...1 .,.....001..
E.q".-.o",of A.l....:
p,zO.13llL 201
. 40
j
~30
.~
'0
7..-
. - --
o
o
@
//
~~:-:Y9 6i~
'0 70 '" 40 50
!
Et3
I
60 10 80 QO 100
Visuat.ManualldentifK:atK>n, see ASTM Designation 02488
I
i
.. .
LIMITATIONS OF LIABILITY
WARRANTY
We warrant that the services performed hy Nutting
Engineers of Rorida, Inc. are conducted in a manner
consistent with that level of care and sluJJ ordinarily
exerdsed hy members of the profession currently
practicing under similar conditions. No other
warranties, expressed or implied, are made. While
the services of Nutting Engineers of Rorida, Inc. are a
valuable and integral part of the design and construction
teams, we do not warrant, guarantee, or insure the
quality or completeness of services provided by other
memhers of those teams, the quality, completeness, or
satisfactory performance of con<;truction plans and
specifications which we have not prepared, nor the
ultimate performance of huilding site materials.
SUBSURFACE EXPLORATION
Subsurface exploration is normally accomplished by
test borings; test pit<; are sometimes employed. The
method of detennining the boring location and the
surface elevation at the boring is noted in the report.
TIlls information is represented on a drawing or on the
boring log. The location and elevation of the boring
should be considered accurate onJy to the degree
inherent with the method used.
The soil boring log includes sampling information,
description of the materials recovered, approximate
depths of bqundaries hetween soil and rock strata and
groundwater data. The log represents condition<;
specifically at the location and time the boring was
made. The boundaries lJetween different soil strata are
indicated at specific depths; however, these depths are
in fact approximate and dependent upon the frequency
of sampling. The transition between soil strata is often
gradual Water level readings are made at the times and
under conditions stated on the boring logs. Water levels
change with time, precipitation, canal levels, local we]]
drawdown and other factors.
LABORA TORY AND FIELD TESTS
Tests are performed in accordance with specific ASlM
Standards unless otherwise indicated. All criteria
included in a given ASlM Standard are not always
required and performed. Each test report indicates the
measurements and determinations actually made.
@NUTTING
~ ENGINEERS
OF FLORIDA. INC
ESTABLISHED 1967
ANAL YSIS AND RECOMMENDA TIONS
The geotechnical report is prepared primarily to aid in
the design of site work and structural foundations.
Although the information in the report is expected to be
sufficient for these purposes, it is not intended to
determine the cost of construction or to stand alone as a
construction specification.
Report recommendations are based primarily on data
from test borings made at the locations shown on the
test boring reports. Soil variations may exist between
borings and may not become evident until construction.
If variations are then noted, the geotechnical engineer
should be contacted so that field conditions can be
examined and recommendations revised if necessary.
The geotechnical report states our understanding as to
the location, dimension<; and structural features
proposed for the site. Any significant changes in the
nature, design, or location of the site improvements
must be communicated to the geotechnical engineer
so that the geotechnical analysis, conclusions, and
recommendations can be appropriately adjusted.
CONSTRUCTION OBSERVATION
Construction observ~tion and testing is an important
element of geotechnical services. TIle geotechnical
engineer's field representative (G.E.F.R.) is the
"owner's representative" observing the work of the
contractor, perfonning tests and reporting data from
such tests and observations. The geotechnical
engineer's field representotive does not direct !he
contractor's construction means, methods, opera-
tions or personnel The G.E.F.R. does not interfere
with the relationship between the owner and the
contractor and, except as an observer, does not become
a substitute owner on site. TIle G.E.F.R. is responsible
for his/her safety, but has no responsibility for the
safety of other personnel at the site. TIle G.E.F.R. is an
important member of a team whose responsibility is to
observe and test the work being done and report to the
owner whether that work is being carried out in general
conformance with the plans and specifications.