1213 NE 94 St (12)GEOTECHNICAL
ENVIRONMENTAL
HYDROLNEOLOGY
A SBESTOS
Miami, July 14, 2003
Mr. Mark A. Campbell
MARK A. CAMPBELL AlA ARCHITECTS
373 NE 92 " Street
Miami Shores, FL 33138
Re: Proposed Addition @
1213 NE 94 Street
Miami, FL
Dear Mr. Campbell:
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\ \ \ \111Mt
MIL •
DYNATECH ENGINEERING CORP.
TESTING LABORATORIES
DRILLING SERVICES
INSPECTION SERVICES
ROOFING
Pursuant to your request; DYNATECH ENGINEERING CORP., D.E.C. completed a Subsoil Investigation
on July 14, 2003 at the above referenced project. The purpose of our investigation was to verify subsoil
conditions relative to foundation design of the proposed addition.
A total of (2) standard penetration boring tests were performed according to ASTM -D 1586 down to an
average depth of 25' below existing ground surface.
The following graph was developed as a general condition for the subject site: (Refer to field boring logs
for exact locations and soil description):
Depth
From To Description
0'- 0"
0' -6"
2' -0"
2'-6"
4'-6"
0'- 6"
2'- 0"
2' -6"
4' -6"
25' -0"
Topsoil & grass
Brown sand
Brown silty sand
Tan sand
Tan sandy lime rock
Groundwater table elevation was measured immediately at the completion of each boring and was found at
an average depth of 5'- 0" below existing ground surface. Fluctuation in water level should be anticipated
due to seasonal variations and run off.
1
750 West 84 Street, Hialeah, FL 33014 -3618 Phone (305) 828 -7499 ® Fax (305) 828 -9598
Page. No. 2
1213 NE 94 Street, Miami, FL
Based on our understanding of the proposed structure and our field boring logs; the following are our
recommendations for foundations design.
A- Strip the entire footings and building construction areas plus 5 feet outside perimeter of all topsoil
and vegetation down to clean granular sand (when encountered).
B- Compact all construction areas with a heavy self propelled vibratory roller to a minimum of 95% of
ASHO T -180C but not less than 10 passes in each direction.
C- Backfill construction areas to required elevation if needed using clean granular material placed in
lifts not to exceed 12 inches in thickness and compact as indicated in items B. Excavated footings
only to a 2' -6" and remove the silty sand and compact as indicated above.
D- Care should be taken not use vibration in case of existing structures in the vicinity of the
construction area. If vibration cannot be used for compaction, static compaction may be
applied. However, in this case, the compacted layer should not exceed 6" inches in
thickness.
E- All construction fill material shall be clean granular soil, free of organics or other
deleterious material, and shall contain no more than five percent fines passing a U.S.
standard No. 200 sieve. (Classified as SW /GW).
F- Verify all compaction efforts by taking an adequate number of field density tests in
each layer of compacted material.
G- Representative samples of the on site and proposed fill material should be collected and
tested to determine the classification and compaction characteristics.
H- All Geotechnical work must be performed under the supervision of our geotechnical
engineer or his representative to verify compliance with our specifications and the Florida Building
Code.
I- In the event of existing structures, existing footings or proposed drainage lines, provisions shall be
made by the structural engineer and site contractor to protect all footings from undermining and
exposure. The geotechnical engineer shall be notified of these conditions to evaluate the
applicability of his recommendations.
The above foundation recommendations being achieved and verified, it is our opinion that the proposed
structures be designed for a shallow foundation system with a permissible soil bearing pressure not to
exceed 2500 P.S.F.
2
Page No. 3
1213 NE 94` Street, Miami, FL
Regardless of the thoroughness of a Geotechnical exploration there is always the possibility
that conditions may be different from those of the test locations; therefore, DYNATECH ENGINEERING
CORP., does not guarantee any subsoil condition between the bore test holes.
In accepting this report the client understands that all data from the borings are strictly for foundation
analysis only and are not to be used for excavation or back filling estimates and pricing. Site contractor
must familiarize himself with site conditions prior to bidding.
It has been a pleasure working with you and look forward to do so in the near future. Please feel free to
contact us if we may be of further service to you.
Sincerely yours,
Wissarr(Naamani, P.E.
DYNATECH ENGINEERING CORP.
Florida Reg. No. 39584
Special Inspector No. 757
WN/jg
3
APPENDIX
Appendix Drilling Procedures
The borings are conducted in accordance with procedures outlined for standard
penetration test and split spoon sampling of soils by ASTM D -1586.
A two -feet long, two -inch O.D. split spoon sampler was driven into the ground
by successive blows with a 140 lbs, hammer dropping 30 inches. The soil
sampler was driven (2) at a time, then extracted for visual examination and
classification of the retained soil samples
The nutnber of blows required for one-foot penetration of the sampler is
designated as "N" (known as the Standard Penetration Resistance Value).
The "N" value provides an indication of the relative density of non - cohesive
soils and the consistency of cohesive soils.
It is general practice that the sum of the number of blows required for the
second and third six -inch penetration are added to determine the N" value.
Suitable corrections are applied to this number, in order to include the effects
of soil overburden pressure and other factors. A general evaluation of soils is
made from the established correlation between "N" and the relative density of
consistency of soils.
This dynamic method of soil testing has been widely accepted by foundation
engineers and architects, to conservatively evaluate the bearing capacity of
soils.
A continuous drilling and sampling procedure was used. Therefore the
samples were taken at intervals of 2 feet or at every change in soils
characteristics.
Maid DiyiaioM
Grow
Symbols
Typical
Nantes
CW4 /K.trOn f:111e.e
Cone. Orrn•d Soils
Mont Ihan 50% No on No. 200 c4..•
G /MIt
50% or more of
ma"t"t 1r•ct:on
',wood on No 4 c••
_
5,3
Gw
Wehisec al lairs rind
7uind matures,
w'
little or no fines
CIwl:c•tlon on basic of percentage of I.no•
Loss than 5% pr. No 200 stave GW. G1 . SW. SP
More tan 17% par No 700 ua• GM. GC. SM. SC
5% to 12% pass No. 700 c.•o• 8orda.tm• ctassilication
forsotrino too of dual -symbol'
C.' 060 D to Greater Man 4
0,01
C,
D 1o• D IA B.tw...n 1 end 3
GP
Poorly 7Id.d as wets and
cer/fiend mixtures.
little or no fins
Not messing born crrur4 for G•
Attabrs limo dot t aloa. "A" ln♦
la ln 4
d psCrty .tdr• .+ Tha
Afte.b..g limits plotting
r
in hatched ores e
bo•drl.ne c1 D,f.Calier.
repo.. lop ow 01 dual
sympoh
F t €
13
GM
Silty 7fnels 7ry/1-s.nd•
.i11 m xtures
G C
Cherry or Melt. 7sysliatd
Cloy mixtures
Attrbrg Irmo dot .poi. "A" line
rue plan Cory ..de. 7.ata then 7
Csr D66'Dt0 Gr.... roan S
I 7
C • 1
w■1 'oN ss.ts0
uo.lwl 011•03
1 %OS u•'10.011
1 P •a S
11
SW
Well q/dad sands and
7r.Nly sands.
Imle or no tines
75- Bm.wn and 3
r
SP
Poorly gr
. 0.. , . sands end 7N.I ql
tends, little or no linos
Not I rn►flrrng poi crrl rr.e f o- SW
Alt.b.rg I.n.b dot below "A" Imit
a dan C.h •n,.• I.ss thane
Anrberg Irn•tt 010110 99
m halch.d WOO ore
bawds.1.M clot♦.I.U1
puurno use of duel
tympbl.
£ L
SM
Slips sands, Yndtilt mixtures
r
SC
Cllyry sand., Ynd.clay ...Tatum
Al ter bag I.mlt 001 ebor a 'A" IoM
end p1.tl K.ry rnd.a 7 than 7
.1.1.100Z oN c•sst.d WOW 10 %05
$11 61 .046. 0
7 . .�
ML
Inds. c silts, yry fine 0
r rods. rock (loo ur, Idly d
storey IoM Ynd/
1 2 2 R
� �••• c -.�
•o a
.•. • •.•..
" ��
• .....................ma.
1...• • a..
•
r • ...... 10'
o U S
C Y 8
QO
5 J M
CL
Ind panic cloys 01 low to
m.dium plMtiCity, 7ry.ily
clays. sandy Clays, silty
clay., loan cirri
oL
Ch genic tilt. Ind o.g.nic
Pity cl.yt of low plasticity
1
1
,,
�. tt
i N
3g
M
inorganic ants, m.C.ceous
d ma
diatoceous Iona sands
dti111..11KWp
1 •
I E.
L��
i (
L
D
F .
t Q
CH
Inorganic clays of h'
plasticity. fat clays
o .0 7e a •o so u •o 00 00 .00
n� . a .„.
- J • •
N S
OH
Orgenic clays of medi
10 h■ph plasticity
High y Or pin is Soils
R
Peet. muck, and other highly
orpank soils
Viwal.Manusl Identification. w ASTM Designation 02488.
GEOTECHNICAL
ENVIRONMENTAL
HYOROGEOLOGY
CHEMISTS
ROCK HARDNESS DESCRIPTION
DYNATECH ENGINEERING CORP.
BOX 170406
FLORIDA 33017.0406
PHONE: (305) 628-4418
KEY 'ICATION AND SYMBOLS
TESTING LABORATORIES
DRILLING SERVICES
INSPECTION SERVICES
ROOFING
CORRELATION OF PENETRATION RE SISTANCE WITH
R4ATIVE DENSITY AND CONSISTENCY
Cone Standard
Penetration Penetration Relative
Tests, Tests Density
Kg /Cm blows /Ft.
SOFT Rock core crumbles. when handled 0 -16 0 -4 Very Loose
17-40 5 -10 Loose
MEDIUM Can break core with ends SANDS 41 -80 11 -20 Firm
81 -120 21 -30 Very Firm
MODERATELY Thin edges of rock core can he Over 120 31 -50 Dense
HARD broken .with fingers Consistency
HARD Thin edges of rock core cannot be 4 -9
broken with fingers 3 -4 Soft
SILTS 10 -17 5 -8 Firm
VERY HARD Rock core rings when struck with AND
a hammer (cherts) CLAYS 18 -31 9 -15 Stiff
32 -60 16 -30 Very Stiff
Over 60 31 -50 Hard
Approximate
Fines Content
5% to 12%
12% to 30%
30% to 50%
MODIFIERS
0 -3 0 -2 Very Soft
PARTICLE SIZE
Boulder > 12 in.
Modifiers Cobble 3 to 12 in.
Slightly Silty or Slightly clayey Gravel - 4 -76rrm to 3 in.
Silty or clayey Sand 0.074rm1 to 4.76m
Very Silty or Very Clayey Silt 0.005rrml to 0.074rnrn
Clay < 0.005rm7