FW-17-2602Miami Shores Village
10050 N.E. 2nd Avenue NE
Miami Shores, FL 33138-0000
Phone: (305)795-2204
Project Address
Pei
mit
Parcel Number
Permit NO. FW-1 1-17-2602
Permit Type: Fence/Wall
Work Classification: Concrete Precast
Permit Status: APPROVED
Expiration: 05/05/2018
Applicant
1440 NE 101 Street
Miami Shores, FL 33138-
1132050240030
Block: Lot:
GEORGE BURCH
Owner Information
Address
Phone
Cell
GEORGE BURCH
1440 NE 101 ST
MIAMI SHORES FL 33138-2613
Contractor(s) Phone
IMBURGIA CONSTRUCTION SERVICE 305/525-5707
CeII Phone
Valuation:
$ 55,000.00
Total Sq Feet: 220
Approved:
Comments:
Date Approved: :
Date Denied:
Type of Construction: Concrete Precast
Classification: Residential
Additional Info: NEW CBS FENCE WALL
Scanning: 3
Fees Due
CCF
DBPR Fee
DCA Fee
Education Surcharge
Permit Fee - Concrete & Masonry
Scanning Fee
Technology Fee
Total:
Amount
$33.00
$6.60
$4.40
$11.00
$440.00
$9.00
$44.00
$548.00
Pay Date Pay Type
Invoice # FW-11-17-65524
11/01/2017 Check #: 8253 $ 50.00 $ 498.00
11/06/2017 Check #: 8255 $ 498.00 $ 0.00
Amt Paid Amt Due
Available Inspections:
Inspection Type:
Final
Foundation
Review Building
Review Building
Review Planning
In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations
pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In
accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are
required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work.
OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating
construction and .j ing ,•ermore, I autho .ze the above -named contractor to do the work stated.
rize•t1F1 ure:
pplicant / Contractors Agent
November 06, 2017
Date
Building Departm opy
November 06, 2017
(3\c)`,No
Miami Shores Village
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (305) 762-4949
BUILDING
PERMIT APPLICATION
XBUILDING ❑ ELECTRIC ❑ ROOFING
JOB ADDRESS:
•
•
RECEIVED
NOV 2017
BY: Iau;
FBC 2019 Sill
Master Permit No. rW 1-1 —2.jOZ
Sub Permit No.
❑ REVISION ❑ EXTENSION
❑ RENEWAL
PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR
y40 NE 10`skS�ce.e.+
City:
Folio/Parcel#: C
Occupancy Type: R- ‘ Load: Construction Type: a 65 Flood Zone: Y
Miami Shores County: Miami Dade Zip:
11- 3a o5- oa4 - po30
Is the Building Historically Designated: Yes
DRAWINGS
331 3 8
NO X
BFE: FFE:
OWNER: Name (Fee Simple Titleholder): C—tO('ae., 4 Pt` 1 c.C, 6CJ-CCJ' Phone#: (3o 1 M O tp 9 J
Address: 1446 iv `,,eto( g'K"�.2,t
City: RA&}jtk.l S1Ab e 5 State: Zip: 33 t 3 $
Tenant/Lessee Name:
N/Pc
Email: t3(MS lm r51f1. ,ConSirCl * or . COW)
Phone#:
CONTRACTOR: Company Name IW� 1al Strii. (C1Of1 jj 1CQA Phone#: (o5 14 0 cQ - 5
Address: 1 as�5 bspiurv, ewe/ 888
City: 10Oi`11A-Q,UTAA State:
Qualifier Name: LOW S I IWOt,t.rg\C.
State Certification or Registration #: CG-Ce�Oil (o 01
DESIGNER: Architec C- b �..I1wtQx �'` n�'i
Address: MO `, ika.4- 'Vson S1red # 0` to 4
Value of Work for this Permit: $ 5 5) 000 . 00
Type of Work: ❑ Addition
Description of Work: L
❑ Alteration
❑ New
Zip: 33 %B %
Phone#: (0) 5,25.5 "iO -
Certificate of Competency #:
Phone#: ( 59) Rai' a i 1 i
City: lr {I%g LOOc State:� Zi : 5302a_
Square/Linear Footage of Work:
IX(Repair/Replace
c S s Fi•Jce vi, -i'/
uo
f
❑ Demolition
Specify color of color thru tile:
Submittal Fee $ 50•►1 d Permit Fee $ -- ik3 , 60
Scanning Fee $ Radon Fee $ • 40
CCF $ CO/CC $
DBPR $ 6. Notary $
Technology Fee $ ^ $' Training/Education Fee $ Double Fee $
Structural Reviews $
Bond $
TOTAL FEE NOW DUE $ Y (e •
(Revised02/24/2014)
•
Bonding Company's Name (if applicable)
Bonding Company's Address
City State Zip
Mortgage Lender's Name (if applicable)
Mortgage Lender's Address
City , j ; 1 r 1
NIA
State Zip
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS,
FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning. r IT;
"WAR(NING1 TO)OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT'IVIAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS•TO YOUR:PROPERTY. IF YOU INTEND
TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING
.YOUR NOTICEE.OF.COMMENCEMENT."
•
•' : ;1 .. spa `l_S
Notice to Applicant: As a condition to the issuance of a building permit uvith an estimated,value exceeding $2506, :the'applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property 'is'sub subject to attachment. Also, a certified co o the recorded notice ofcommencemenrt must be'� posted at the 'ob site
P P Y ,.I f� copy f� f P 1
for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not be approved and a eins tion fee will be charged .
1?
Signature
'111.4\ ► , r,
s r� r OWNER or AGENT
The foregoing instrument was acknowledged before me this
r ! "'�T— daY f `r ' f /GK 4 rg. , 20 17 • by
�U r(i) , who is ersonall known to
4ec-v--4'-� C a s s n personally
me or who has produced . as
,", ,-•. .. . 7 .., _ i fray.
identification and who did take an oath.
NOTARY PUBLIC:
Signature
t:{ r t'
Sign:
Print: c '1 sti--ej(ht
Seal:
**********
CATHERINE A. DUFFIN
Notary Public- State of Florida
My Comm. Expires May 14, 2021
A :1{
..1
CONTRACTOR
The foregoing instrument was acknowledged before me this
I" � ti 'B t. ' . r.. LL f i
,GI day of_pvL k. U c /�. , 20 /7 , by
A, .3 444 4(4_43 I:i�, , who is personally known to
me or who has produced as
'''..J X:A.• + is .• 1't.,0,..,; .
identification and who did take an oath.
t t . L
NOTARY PUBLIC:
Sign:
' Print: C 'ee4 -c
Seal:
°F; `. Bonded t ough National Notary Assn.'
Plans Examiner
Structural Review
CATHERINE A. DUFFIN
Commission # GG 104296
My Comm. Expires May 14, 202
Bonded through Naliorwl Notary As
Zoning
Clerk
(Revised02/24/2014)
REPORT OF SUBSURFACE EXPLORATION &
SOIL BEARING CAPACITY STATEMENT
Project:
BURCH RESIDENCE LANDSCAPING WALL
1440 N.E. 101' Street
Miami Shores, Miami -Dade County, Florida
WLI Order No. 17-1367
Issued: OCTOBER 2017
Prepared for:
Imburgia Construction Company
12555 Biscayne Boulevard, Suite 888
North Miami, Florida 33181
WINGERTER
LABORATORIES INC.
Professional Engineering & Testing
Established 1949
WINGERTER LABORATORIES, INC.
1820 N.E. 144th Street
North Miami, Florida 33181
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WINGERTER
LABORATORIES INC.
Engineering Testing and Inspection Service
Established 1949
Imburgia Construction Company
Attention: Mr. Louis Imburgia
12555 Biscayne Boulevard, Suite 888
North Miami, Florida 33181
Reference: Report of Subsurface Soil Exploration and
Soil Bearing Capacity Statement
Project: Burch Residence Landscape Wall
Location: 1440 N.E. 101 St Street
Miami Shores, Miami -Dade County, Florida
WLI Order No. 17-1367
Gentlemen:
October 13, 2017
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We are pleased to present this report of our subsurface soil exploration and soil bearing capacity pdternent • •
for the subject site. These services were performed in general accordance with the Pro.feasionai fiervices • •
Agreement dated October 9, 2017. This report presents our findings together with the field data.
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• •
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This report was prepared in compliance with the 5`' Edition of the Florida Building Code (2014).
We appreciate this opportunity to be of service to you during this phase of the project. If you have any
questions or comments regarding the information contained in this report, please contact the undersigned.
enc: Report
lly submitted,
LA TRIES, INC.
goo
Io,.13-17
lc>gr, P.E., P.G.
roiion No. 34715
In accordance with Rule 61 G 15-23.001 of the Florida Administrative Code, an original signature is hereby provided for the owner
(or owner's representative) and the building official.
1
1820 N.E. 144th Street • North Miami, FL 33181 • (305) 944-3401 • 1-800-345-SOIL • Fax: (305) 949-8698
Broward: (954) 764-0472 • Dispatch Fax: (305) 949-1328
STEEL • CEMENT • CONCRETE • PAVEMENT INSPECTIONS • TEST BORINGS • SPECIFICATIONS • CONSULTATIONS
Florida Certificate # F-614
TABLE OF CONTENTS
LETTER OF TRANSMITTAL
TABLE OF CONTENTS
INTRODUCTION
PROJECT INFORMATION
INVESTIGATIVE PROCEDURES
TESTING PROGRAM AND CONDITIONS REVEALED
SOIL BEARING CAPACITY STATEMENT
SPECIAL REMARKS & ANNOTATIONS
APPENDIX
A. TEST BORING LOGS
B. SITE AND TEST LOCATIONS MAPS
2
Page
1
2
3
3
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.5
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Wingerter Laboratories, Inc. Imburgia Construction Co. - Burch Res. Landscape Wall
INTRODUCTION
Wingerter Laboratories, Inc. (WLI) is pleased to present this report of our subsurface soil
exploration and soil bearing capacity statement for the subject site. The purpose of this investigation
was to obtain specific subsurface data in order to provide a soil bearing capacity statement for a
proposed residential landscaping wall.
Our subsurface exploration consisted of a total of one (1) Standard Penetration Test Boring
performed on the east side of the improved parcel of land, as shown in Appendix B of this report.
•
.
The following presents a review of the project information provided to us,:a diseussidn of the
subsurface conditions, our soil bearing capacity statement and our Report of Test Roring;N r ther
•
B-1.
PROJECT INFORMATION
•
•••• ••••
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The Miami -Dade County Property Appraiser website information for the subject projarty:was
reviewed. The subject property is located on the south side of N.E. 101s` Street?witg Bisca., e Bay
waterfront on the south boundary. The subject property is located east of Biscayne Boulevard in
Miami Shores, Florida. The lot size is reported to be 12,351 square feet, with a two story residence
constructed in 1954 with an adjusted area of 3,605 square feet. Other improvements include a
swimming pool and boat dock.
We were informed that a landscaping wall is proposed for the east side of the property. No drawings
were provided for our review at this writing. A site reconnaissance was conducted prior to our work
commencement in order to observe the existing surface conditions, and to establish the testing
location. This information was used in our interpretation of the subsurface data and also to detect
any conditions which could affect our evaluation of the site.
The test boring location was sited in the northeast area of the property, where it would be accessible
with the truck mounted drill rig. The proposed location was marked with white road paint and flag.
Sunshine State One Ca11 was contacted to obtain utility clearances. Once the clearances were
provided, the work was scheduled to commence.
3
Wingerter Laboratories, Inc. Imburgia Construction Co. - Burch Res. Landscape Wall
INVESTIGATIVE PROCEDURES
Soil samples (disturbed) were obtained in accordance with ASTM D-1586 utilizing a 2-foot long,
2-inch diameter split spoon sampler which is advanced by successive blows of a 140 pound hammer
free -falling 30 inches. The number of blows for each 6 inches of penetration is recorded. The sum
of the second and third blow counts for each 2-foot sampling interval constitutes the Standard
Penetration Resistance in blows per foot, which is referred to as the "N" Value. The following tables
may be used in interpreting the consistency of the materials based on the "N" Value:
•
SOIL CONSISTENCY vs. "N VALUE" • • •
Cohesionless Soils
Cohesive Soils
•• • • •
Rock ands • •Gravdlr" ••
"N Value"
(blows/ft)
Consistency
Designation
"N Value"
(blows/ft)
Consistency
Designation
••••••
"N Value" •.••
(blows/ft) • • •
•
Consisteli4y
• • Designation'
0 to 4
Very Loose
0 to 2
Very Soft
••.•••
0 to 25 • • . •
• •
.' Loose b? Sbft
5 to 10
Loose
3 to 4
Soft
••••••
26 to 50: '
•
:lediuyn Dejise
-•••••
11 to 30
Medium Dense
5 to 8
Medium
•
51 to 90'. •'
• •
: D;p,§e .
31 to 50
Dense
9 to 15
Stiff
-
': •
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50 or More
Very Dense
16 to 30
Very Stiff
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31 or More
Hard
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The Standard Penetration Test, "N" value curve shown on the boring logs indicates the general
variation of the "N" value throughout the depth of the boring. This curve is plotted in a straight line
which connects each "N" value. However, it should not be assumed that the changes in the "N"
value are a linear function. The graphical representations shown on the boring logs should not be
substituted for the actual material descriptions included in the logs.
Soil samples will be retained by WLI for a period of 30 days. The elevation was not established for
the test boring location. Depths reported on the logs represent depths below ground surface as they
existed on the date drilled. The client is cautioned that if subsequent filling or excavation of the site
occurs, the reported depth must be so adjusted. WLI can not assume responsibility for the accuracy
of reported depths if the site is disturbed subsequent to the date drilled.
4
Wingerter Laboratories, Inc. Imburgia Construction Co. - Burch Res. Landscape Wall
TESTING PROGRAM AND CONDITIONS REVEALED
Our subsurface investigation consisted of a total of one (1) Standard Penetration Test Boring,
conforming to the requirements of ASTM D 1586 that was performed at the site on October 12,
2017. Please refer to Appendix A for our Report of Test Boring No. B-1 for detailed description of
the materials encountered and the depth intervals at which they were encountered. The Test Boring
location is shown on the site map in Appendix B of this report.
The number, location and depth of the test boring was determined by WLI and the client, taking into
consideration the requirements of the project, site accessibility and the subsurface c44ditigns
revealed. The soil bearing capacity statement contained in this report is based'ggen:the cgndit,ions
revealed in the referenced test boring.
Test BoringNumber B-1 was located in the northeast area of the ro i �..3 was ac1vanhed
subjectp p�X�. ....
to 15 feet below existing land surface with the truck mounted drill rig. The boririplogs indicate the
testing location has surficial layers of medium dense limesand with trace fragmented 1r'mestone,
followed by dense layers of fragmented limestone and limesand, then medium clexse fragnented
limestone to six feet below the existing land surface. The boring then encountered layerstkkose
h
silt to ten feet deep. Following were medium dense to dense layers of silt, wit'trace fragmented
limestone in the lower layers, to the maximum explored depth of 15 feet below existing land surface.
The ground water level was encountered at the depth of five feet, seven inches (5'-7"), below the
existing land surface at the test boring location. Fluctuations in the ground water level should be
expected due to seasonal climatic changes, tidal action, rainfall variation, surface runoff, construction
activity and other site specific factors.
SOIL BEARING CAPACITY STATEMENT
Evaluation of the subsurface data obtained from the test boring logs, using accepted geotechnical
engineering criteria, indicates that the existing subsurface soil conditions have the maximum
allowable soil bearing capacity of 2,000 pounds per square foot (psf).
Geotechnical Inspector
Experience indicates that the actual subsoil conditions at a site could vary from those generated on
the basis of the test boring made at a specific location. Therefore, it is essential that a geotechnical
engineer be retained to provide soil engineering services during the foundation phase ofthe proposed
project. This is to observe compliance with the design concepts, specifications and recommendations
5
Wingerter Laboratories, Inc. Imburgia Construction Co. - Burch Res. Landscape Wall
and to allow design changes in the event that subsurface conditions differ from those anticipated
prior to the start of construction.
The geotechnical inspector as referenced hereinbefore shall be a Registered Professional Engineer
licensed in the State of Florida and experienced in the practice of geotechnical engineering, or his
designated field agent. The results of all inspections by the geotechnical inspector shall be submitted
on report or log forms duly signed and sealed in accordance with Rule 61 G 15-23.001 of the Florida
Administrative Code.
The geotechnical inspector shall be retained by the owner, the project architect, or thc•mjpct
structural engineer. • • ••
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SPECIAL REMARKS & ANNOTATIONS
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In dealing with the unseen subsurface dimension, a prudent test boring program? acts to iden�1 y'the
general range of conditions and to reduce, but not eliminate, the risks of ui rOiln conditions.
Therefore, WLI cannot offer a warranty, expressed or implied, that materials or conditiptis•ether
than those revealed in the test borings will not be encountered, nor that the relative propot ions and
••
density of the materials will not vary from those reported. • •
Furthermore, WLI assumes no responsibility for the accuracy of the reported depths should any
excavation, filling or alteration of the site grade occur, subsequent to the date of the drilling
operation, without surveying the existing conditions.
Also, since the criteria furnished to WLI constitutes our total knowledge and understanding of the
project; inaccuracies, deviations or alterations of the criteria may invalidate these recommendations
to the extent they impact the magnitude, distribution, and elevation of applied loads, or impact the
nature of the construction.
6
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APPENDIX A
TEST BORING LOGS
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LOG OF BORINGS
Burch Residence Landscape Wall
0 . 10
8
10
3..
3
-6
-9
-12
10
15
15
5
6
7
3
2
1
2
2
5
10
15
14
12
17
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Wingerter Laboratories, Inc.
WINGERTER
LABORATORIES Rf C.
Professional Engineering as Testing
PROJECT: Burch Residence Landscape Wall
CLIENT: Imburgia Construction Company
LOCATION: 1440 N.E. 101st Street, Miami Shores FL
DRILLER: JC
DRILL RIG: CMS
DEPTH TO WATER> INITIAL 5'-7" : 5'-7"
LOG OF TEST BORING
BORING NO.: B-1
Page 1 of 1
PROJECT NO.: 17-1367
DATE DRILLED: 10/12/2017
ELEVATION: existing
LOGGED BY: ET
ELEVATION/
DEPTH
SOIL SYMBOLS,
SAMPLERS
AND TEST DATA
Description
STANDARD PENETRATION TEST
SAMPLE
NO.
DEPTH
N
N-Value Curve
Tan LIMESAND with trace fragmented
limestone
Tan FRAGMENTED LIMESTONE and
LIMESAND
Tan FRAGMENTED LIMESTONE•
-- -
Gray SILT
Gray SILT with trace fragmented limestone
20 40 60 80 100
o
;'• "•; • ••
?.:.;: y;
io a
10
10
1
0.0-2.0
•18
e
*peso.
• •
•
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•
010040
3 —
a• te. 4. A
v : wit
7
0 .4 • 4
r+:' /
15
15
15
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2
2.0-4.G••••�
0000
•
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.
01004
•
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4
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5
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peep
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6
7
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4.0-6.0 •
t3
peep.
.
•
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i')i ''L
6
; frl
•
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000040
•
—
9 —
12 —
J
il
i5112
36
2
1
2
3
0
15
•,
•
4
6.0-8.0
3
5
8.0-10.0
3
6
10.0-12.0
25
..
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• , •
,• �;:
.�.
.
14
12
17
15
7
13.0-15.0
29
•
15 —
18 —
Boring terminated at 15 feet below existing land
surface.
location on east side of property
This information pertains only to this boring and should not be interpreted as being indicitive of the site.
Figure
WINGERTER LABORATORIES, INC. (305) 944-3401h S1 800-345 SOIL * North Miami, FL 33181
Symbol Description
KEY TO SYMBOLS
Strata symbols
3!!I
Sand with trace fragmented limestone
Fragmented limestone and limesand
Limestone
Silt
Silt with trace fragmented limestone
Misc. Symbols
Water table during
drilling
Soil Samplers
Standard penetration test
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APPENDIX B
SITE LOCATION MAP
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Imburgia Construction Co.
Burch Residence Landscape Wall
1440 N.E. 101 st Street
Miami Shores, Florida
\ 1820 N.E. 144th Street, North Miami, Florida 33181
•
e/
5'
TEST LOCATION MAP
!,(/11.43'
".t
N.E. 1 1 1 STREET
4.
7.30'
• Test Boring Location
•"1
.!•., I I'h.1/1 MI 111
/ I
CURVE DATA: ( ,
$ ,
LENGTH: 1 00.00. • •
I
RADIUS: 2045.40 l • , A
-,) • , • ••••
DELTA: 2°4804 • • • 1 I
rt •
• • •
•
• • •• • • • • • •
1JFIVI:WAY .3 //411,• • • •
• • •
( X JN, ..F• l' ! l' '.!., th.M1-' ..,
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Co.;
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5 •41 ••
(0 •1•••••
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7.20' -
1 WO .5101X
f? 11.510E Na
Na. 1 440
FIE= 0 24,
G4
3.(://
1.11
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1
WINGERTER
LABORATORIES INC.
Professional Engineering it Testing
...... 1820 N.E. 144th Street, North Miami, Florida 33181
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Client: Imburgia Construction Co.
Project: Burch Residence Landscape Wall
1440 N.E. 101st Street
Miami Shores, Florida
4:.:._)rder No. 17-1367
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P1`0P. LINE
TOP OF WALL
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SIN"lia""41,
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'•N• GENSF•
No.36109
STATE OF
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RIOP
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52"
5LOCK CAP.
MASONRY UJALL REINF'D
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10 " 0.C.
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�E" CONC. RETAIN WALL
REINF'D W/ 5 VERT. 1o"
0.0. 4 t'4's 12" OC NORM.
- 3-115 CONT. TOP P0T.
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r TOP OF SEAWALL
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EXIST'G SEA WALL (NO
RESPONSIEiLITY 1S TAKEN
tii 04 C:JIN -'E 5E WAl-....
Fr; i i TOher .ii E)T ,
A,DDEi) LATERAL SOIL
PRESSURE
WALL
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PAVED
NOV 0 017
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rEeIE-)ENCE
1440 NE 101 S T .
1"11AMi SNORES, FL
SCREEN
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DATE: Oct. 24, 201-1.
D '.ALA : Y: %.SDK.
G.D. Klieger, Inc.
Consulting Structural Engineers
1909 Harrison St., Suite 204
Hollywood, Florida 33020-5017
Phone: (954) 923-2111.
EB 0004621
Gershon D. Klieger, PE FL. PE #36109
Date
Company
Address
City
State
Name :
File Location:
MecaWind Std v2.2.7.0 per ASCE 7-10
Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com
10/24/2017 Project No.
G.D. KLIEGER, INC. Designed By
1909 HARRISON ST., STE 204 Description
HOLLYWOOD, FL 33020 Customer Name :
P: 954.923.2111 Proj Location :
C:\Users\G\AppData\Roaming\MecaWind\Default.wnd
Input Parameters: Other
Basic Wind Speed(V)
Structural Category
Natural Frequency
Importance Factor
Alpha
At
Am
Cc
Epsilon
B - Horizontal Dim.
W - Sign Depth
Bs- Ratio of B / S
E - Solidity Ratio
Structures & Building
165.00 mph
I
= N/A
• 1.00
= 9.50
• 0.11
• 0.15
0.20
0.20
30.00 ft
0.67 ft
5.00
100.00 %
Appurtances MWFRS (Ch 29) •
Exposure Category
Flexible Structure
Kd Directional Factor
Zg
Bt
Bm
1
Zmin
Ht- Grade to Top of Sign= 6.Z3•ft
S - Vertical Sign Dim. = 6•Q0 St
Sh- Ratio of S / Ht = 0.89
Elb - Base Elevation = .00 ft
Gust Factor Calculations
Gust Factor Category I Rigid Structures - Simplified Method
Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85
Gust Factor Category II Rigid Structures - Complete Analysis
Zm: 0.6*Ht
lzm: Cc*(33/Zm)^0.167
Lzm: 1*(Zm/33)^Epsilon
Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5
Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm))
Gust Factor Summary
Not a Flexible Structure use the Lessor of Gustl or Gust2
Design Wind Pressure - Other Structures
Elev Kz Kzt qz
ft psf
W Pres_Cf( 1.46)
psf
6.75 30.174 %37.45 1
Note: W_Pres_Cf is Wind Pressure based on Cf(Force Coefficient)
K17.0_
GERSHON KLIEGER (PE #36109)
6'4/a} scow'
00,4.
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eibire
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= 900,00 aft
= •1.uQ
•4•iS•
_ 13,0.e30:ft
= 15.00 ft
= 0.85
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15.00 fr 36109 \
= 0.23 No.
= 427.06 f2 * : *
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= 0.94,Z.
0.89 a �'. STATE OF
= 0. 85 . • .. .C��'
ON A
'"11111111111 irt```��o
0.85 1.00
Figure 29.4-1: Wind Loads for Solid Signs & Freestanding Walls
Cf - Force Coefficient
Rd - Reduction Factor (1-(1-E)^1.5)
Kz
Kzt
Qz
Wind Pressure at Elevation 6.75 ft
= 1.46
= 1.00
0.85
1.00
= 30.17 psf
= 37.45 psf
Notes: 1) Signs with openings comprising < 30% of gross area are
2) Force Coefficients for solid signs with openings shall
3) Case C only applies when Bs >= 2
Distance from Cf Kz
leading edge ft Force Coeff.
Kzt
considered solid signs
be multiplied by Rd
Qh Wind_Pressure @ Distance
psf psf
From 0 to 6.0
From 6.0 to 12.0
From 12.0 to 18.0
From 18.0 to 30.0
2.82
1.82
1.32
0.96
0.85
0.85
0.85
0.85
1.00 30.17
1.00 30.17
1.00 30.17
1.00 30.17
72.44
46.74
33.88
24.54
RdC - Reduction Factor for Case C (1.8 - S / Ht) 0.91
Note: When S / Ht > 0.8 then Cf must be multiplied by RdC.
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(Wall is at the Edge of the Footing)
Wall Height Above Grade (ft) =
Calculated Wind Force (psf) =
Wall Width (in) _
Soil Bearing Capacity (psf) =
Top of Ftg. Below Grade (in) =
Calc Foundation Width (in) =
Foundation Thickness (in) =
Overturn Wind Moment (Ib-ft) =
Overturn Mom. Eccentr. (in) =
(Mw + Mgra v)/ 0.6 "DL
G.D. KLIEGER, INC.
1909 Harrison St., Suite 204
Hollywood, FL 33020-5017
Project:
Phone: (954) 923-2111
Gershon Klieger, PE (FL*: 36108)
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8" REINF. MASONRY SCREEN WALL & FOUNDATION DESIGN (Height < 15 ft.) .•'••. .••••. •
Callculated Moment '""" "" •
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6.00 @Wall Base (lb -in) / 1. �•.• 8,120 •
37.5 J#6Y@`40"do.c x;4 .' J:rair-4,350 psi . f
8.0 Moment Capacity (lb -in)= • • 9,306
2,000 x 1.25 =
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2,500
Block Weight (psf) =
12.0 Wall Weight (lbs) =
Soil Weight (Ibs) =
16.0 Conc. Weight (Ibs)=
Total Download (Ibs)=
1,200.0 0.6 x Deadload (Ibs)=
19.61 > Ftg. Width / 6 (in)
Qs
Calc. Soil Pressure (psf) =
2,079
< 2,500
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65.0 '•
455.0
366.7
837.8
1,659.4
8.67
oSH"O'N t-
N' F
s
GD KLIEGER, INC.
1909 Harrison St. #204
Hollywood, FL
P:(954)923-2111
GERSHON KLIEGER, PE #36109
,Cantilevered Retainiii
Description : --None--
Criteria
Retained Height 3.00 ft
Wall height above soil 0.00 ft
Slope Behind Wall = 0,00 : 1
Height of Soil over Toe = 12.00 in
Water height over heel = 0.0 ft
Vertical component of active
Lateral soil pressure options:
NOT USED for Soil Pressure.
NOT USED for Sliding Resistance.
NOT USED for Overturning Resistance.
Design Summary
Wall Stability Ratios
Overturning
Sliding = 3.33 OK
2.24 OK
Total Bearing Load = 1,040 Ibs
...resultant ecc. = 5.69 in
Soil Pressure @ Toe = 1,319 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 2,000 psf
Soil Pressure Less Than Allowable
ACI Factored Toe = 1,583 psf
ACI Factored a@ Heel = 0 psf
Footing Shear @ Toe = 0.0 psi OK
Footing Shear @ Heel = 6.7 psi OK
Allowable = 75.0 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force = 300.0 lbs
less 100% Passive Force = 583.5 lbs
less 100% Friction Force = 416.0 Ibs
Added Force Req'd 0.0 Ibs OK
....for 1.5 : 1 Stability 0.0 lbs OK
Load Factors
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.600
Seismic, E 1.000
Project Title:
Engineer:
Project Descr:
Project ID:
Printed: 24 OCT 2017, 1:29PM
File' a0.IU$61$IGIb0CUME'11ENERCALC DataFlles\GDK CA 1' EC6:
+'•�7,r��'�`T �v ➢ENERCALC, (NCx1;983-201716iiild 1Q 77,929 �er,10,,,17.8,.,29,
Soil Data
Allow Soil Bearing = 2,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
Toe Active Pressure =
Passive Pressure =
Soil Density, Heel =
Soil Density, Toe =
Friction Coeff btwn Ftg & Soil =
Soil height to ignore
for passive pressure = 12.00 in
45.0 psf/ft
30.0 psf/ft
389.0 psf/ft
110.00 pcf
110.00 pcf
0.400
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB +fa/Fa
Total Force @ Section
Moment....Actual
Moment Allowable
Shear Actual
Shear Allowable
Wall Weight
Rebar Depth 'd'
Lap splice if above
Lap splice if below
Hook embed into footing
Masonry Data
fm
Fy
Solid Grouting
Top Stem
Bar Lap/b
ft = 0.00
= Concrete
in = 8.00
# 5
in = 32.00
Edge
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'censer , G.D°KLIEGER INC'
Calculate . : s per ACI 318.14, ACI 530-11, IBC 2015,
. CBC.2016, ASCE 7.10
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"1`,+r111111111�`�
Ibs =
ft-I =
ft-I =
psi =
psi =
psf =
in =
in =
in =
in =
psi =
psi =
0.099 0.000
300.0
316.0
3,177,0
4.0
82.2
100.0
6.19
30.00
21.36
Modular Ration' _
Short Term Factor =
Equiv. Solid Thick. _
Masonry Block Type = 3
Masonry Design Method = ASD
Concrete Data
f'c psi = 3,000.0
Fy psi =
GD KLIEGER, INC.
. 1909 Harrison St. #204
Hollywood, FL
- P:(954)923-2111
• GERSHON KLIEGER, PE #36109
lntil yaMOIReta.iping ,a
Description : --None-
Footing Dimensions & Strengths
Toe Width 0.00 ft
Heel Width 2.00
Total Footing Width = 2.00
Footing Thickness = 12.00 in
Key Width
Key Depth
Key Distance from Toe
= 0.00 in
0.00 in
0.00 ft
fc = 2,500psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm.= 3.00 in
Project Title:
Engineer:
Project Descr:
LFooting Design Results
Toe
Factored Pressure 1,583
Mu' : Upward 0
Mu' : Downward
Mu: Design
Actual 1-Way Shear = 0.00
Allow 1-Way Shear = 0.00
Toe Reinforcing = # 5 @ 18.00 in
Heel Reinforcing = # 5 @ 18.00 in
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S * Fr
Heel: Not req'd, Mu < S * Fr
Key: No key defined
Summary of Overturning & Resisting Forces & Moments
Item
Heel Active Pressure
Surcharge over Heel
Toe Active Pressure
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Force
Ibs
OVERTURNING
Distance Moment
ft ft-lb
360.0
-60.0
Total =
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
0
0
1.33 480.0 Soil Over Heel
Sloped Soil Over Heel
0.67 -40.0 Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem
"Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions
Footing Weight
2.24 Key Weight
1,040.0 Ibs Vert. Component
300.0 O.T.M. = 440.0
Project ID:
Printed: 24 OCT 2017, 1:29PM
Filed r C }UsersfGIDOCUME IIENERCALC t)ala 010GOK CA tf ee6-4
EtN RCLC, INd,11983 2017,13ml0 ateZviirto.
Heel
0 psf
0 ft-lb
0 ft-lb
ft-lb
7i
psi
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RESISTING
Force Distance Moment
Ibs ft ft-lb
440.0 1.33 586.7
300.0 0.33 100.0
300.0 1.00 300.0
Total = 1,040.0 Ibs R.M. _
" Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
986.7
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