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Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795-2204 Fax: (305)756-8972
Inspection Number: INSP-228998 Permit Number: BPP-2-14-317
Inspection Date: August 30, 2016 Permit Type: Pools/Whirlpools/Hot Tubs
Inspector: Dacquisto, David
Inspection Type: Survey Final
Owner: CHEE-AWAI, CAMILLE Work Classification: New
Job Address:1370 NE 103 Street
Miami Shores, FL Phone Number (305)710-3331
Project: <NONE> Parcel Number 1132050300080
Contractor: MIAMI CUSTOM SWIMING POOL Phone: 305-592-8066
Building Department Comments
NEW POOL Infractio Passed Comments
INSPECTOR COMMENTS False
Stop work order issued. both license pool contractor and
designated special inspector must schedule a meeting with
the building official
08-30-2016
requirements. May proceed t�request req ifnspe oectW.ments
Passed �1,II f CREATED AS REINSPECTION FOR INSP-228811. POOL NOT
l INSTALLED AS SHOWN ON APPROVED PLANS
Failed ElGRAVEL NOT PERMITTED AS A GROUND COVER
Correction
Needed
Re-Inspection ❑
Fee
No Additional Inspections can be scheduled until
re-inspection fee is paid.
For Inspections please call: (305)762-4949
August 30,2016 Page 1 of 1
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Property Address: 1370 N.E. 103rd St.,Miami Shores,FL. 33138.
z
ABBREVIAT10N : LegalDescription: Lot 8 less the East 10 feet thereof and the East 10 feet of Lot 7,in
SM=SIDEVU%LK.C85=CONCRETEBLOCKMUCTURE•CLF=CHAIN LINK FENCE,PL=PROPERTY LINE.DUE=DRAINAGE UTILnYEASEMENT.IP=IRONPIP- Block 5, of the Replat of Tract B, MIAMI SHORES BAY PARK ESTATES, according
LLED HOLE,
E.CL-CLEAR,
CONDITIONER PAD,
ROPERTY CORNER IE--MODEN FENCE, = CAUE=UTLTY EASEMENT ONCCONRETESLAB. RMbRIGHT OF VWkY. DE -CENTER LINE. TYPTP ,Page 17 Public Records of Miami-Dade County,
to the tat recorded in Plat Book 63 ag
M=MEASURED.R=RECORDED.ENCR=ENCROACHMENT,COMP=COMPUTER•ASH=ASPHALT•NID=NAIL&DISC,S=SET,FEE=FINISH FLOOR ELEVATIC4. Florida.
O/S=OFFSET PIP=POWER POLE.OHP=OVERHEAD POMRLINE•vw=m TER METER
"MA°sDID RYA= ELEVATION BASED ON LOC.# 3250 S
CONCRETE= .:• ,..:•.:..� •:.•� .•.••s t 0.00.: 0:00:0•:.
NOT VALID UNLESS EMBOSSED WITH CBM# B-62 ELV. 8.74 r
MAINTENANCE&DRAINAGE EASEMENT=M&D.E. TYPE OF SURVEY:BOUNDAR'.SURVEY SINCE 1987
SURVEYOR'S SEAL I HEREBY CERTIFY That the survey represented
SURVEYOR'S NOTES: 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2)NOT VALID WITHOUT THE SIGNATURE thereon meets the minimum technical requirements BLANGO:SURVEYORS ING.
AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE IS Na,- adopted by the STATE OF FLORIDA Board of Land
W— - COVERED BY PROFESSIONAL LIABILITY INSURANCE. 4) LEGAL DESCRIPTION PROVIDED BY CLIENT. E• Surveyors pursuant to Section 472.027 Florida Engineers•Land Surveyors•Planners•LB#0007059
UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL GEODETIC: Statutes. 555 NORTH SHORE DRIVE
VERTICAL DATUM OF.1929." .7) OWNERSHIP OF FENCES ARE UNKNOWN. 8) THERE MAY BE ADDITIONAL There are no encroachments, overlaps, easements
RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAYBE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 9'• appearing on the plat or visible easements other than MIAMI BEACH,FL 33141 -
CONTACT. THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING as shown hereon. (305)865-1200 Emall:blancosurveyorsinc@yahco.com Fax: (305) 865-7810
INFORMATION. 10)EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDEf.:
REVISED: 4/14/16 INSTRUMENTS,IF ANY,AFFECTING THIS PROPERTY. � FLOOD ZONE: AE SUFFIX: L DATE: 911/09BASE: 9,
Additions or deletions to survey maps or reports by other thanthe signing party or parties is prohibited .�.�1� )[�rt�
5/10/16 ADIS N.NUNEZ PANEL: 0306 COMMUNITY# 120652
without written consent of the signing party or parties. 63 17 REGISTERED LAND SURVEYOR D5 . SCALE: DWN.BY: JOB No
BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE-OF•SAID�.. PAGE STATE OF FLORIDA#5924
2 3' 15 `1°=20' F.Blanco 15-193
9
Y
Miami Shores Village k__ : ��
Building Department JUN 27 261
10050 N.E.2nd Avenue,Miami Shores,Florida 33138 p
Tel:(305)795-2204 Fax:(305)756-8972 za_�------� 11
INSPECTION LINE PHONE NUMBER:(305)762-4949
FBC 20 `� A��
BUILDING Master Permit No.BPP-2-14-1317
PERMIT APPLICATION Sub Permit No.
2tUILDING ❑ ELECTRIC ❑ ROOFING ❑O REVISION ❑ EXTENSION ❑RENEWAL
PLUMBING ❑ MECHANICAL PUBLIC WORKS ❑ CHANGE OF CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: 1370 N.E. 103rd Street
City Miami Shores County: Miami Dade Zip:
Folio/Parcel#: 11-3205-030-0080 Is the Building Historically Designated:Yes NO X
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER:Name(Fee Simple Titleholder):Camila Chee-Awai Phone#:
Address: 1370 N.E. 103rd Street
City. Miami Shores State: Florida Zip: 33138
Tenant/Lessee Name: Phone#:
Email:
CONTRACTOR:Company Name: Miami Custom Swimming Pool Corp. Phone#: (305) 592-8066
Address: 1065 Bass Point Road
Cit,. Miami Springs State: Florida Zip. 33166
Qualifier Name: Jose Quinones Phone#: (305) 725-4765
State Certification or Registration#: CPC1458439 Certificate of Competency#:
DESIGNER:Architect/Engineer: Kenneth Pfeiffer Phone#: (786) 235-2435
Address: City: State: Zip:
Value of Work for this Permit:$ Square/Linear Footage of Work:
Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition
Description of Work: Swimming pool construction (Piling layout revision)
Specify color of color thru tile:
Submittal Fee$ Permit Fee$ 00 CCF$ CO/CC$
Scanning Fee$ ts Radon Fee$ DBPR$ Notary$
Technology Fee$ Training/Education Fee$ Double Fee$
Structural Reviews$ °o3 Bond$
TOTAL FEE NOW DUE$
(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 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.
"WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
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 NOTICE OF COMMENCEMENT."
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, 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 subject to attachment. Also,a rtified copy of the recorded notice of commencement must be pos d at the job site
for the first inspection which occurs seven dos after the building permit is issued. In the absence of s pos ed notice, the
inspection will not be approved and a reins ection ee will be charged.
1 �
Signature Signature
OWNER rAGENT CONT CTOR
The foregoing instrument was acknowledged before me this The foregoing instrument acknowledged before me this
2-1 day of JUly E ,20 i L .by !2--1 day of SUI)E .20 14 by
-J05-EaufK)0 NES who is personally known to SO 5F QVINOI J C'S ,who is personally known to
me or who has produced as me or who has produced as
identification and who did take an oath. identification and who did take an oath.
NOTARY PUBLIC: NOTARY PUBLIC:
Sign• Sign
Print: So�� COF-E Print: �Oh� GOF�L�d
Seal: Seal:
�*****r*r��xa*�*x�x�*���**�**r*�**** �*�e�e*�x***a�*s********rye*�****�x***r�■�r*******�a***rwwr***�*�x�*x�r*•�x***r*x��x
APPROVED BY Plans Examiner Zoning
Structural Review Clerk
(Revised02/24/2014)
n ,
7450 Griffin[toad 11140
• Davie,Ft.33314
Tel:954-584-6115
•
Fax:954-581-24 15
G-mail:92Qj&11t2@6.R11PMh6'W
Soilprobe En ' e� & Tesfihg, Inc.
� �
June 2,2014
JXX Enterprise,Inc.
4001 SW 130'Ave.
Miramar,FL 33027
r
RE: Pile installation certification
Proposed Pool
1370 NE 103rd St.
Miami Shores,FL
This is to certify that on May 23, 2014 a representative of this office monitored the installation of
ten (10), 3" OD and schedule 80 BRACKETT brand steel helix piers at the referenced site. The
piles were installed at location staked in the field by the owner's representative to depths ranging
from 13 to 16 feet below existing grade as shown in the attached pile log and location sketch.
We further certify that our authorized representative observed the piles installation operation and
that the workmanship and materials used were in substantial compliance with the specifications
supplied to the Piling Contractor and in accordance with the approved manufacturer specifications
and Florida Building Code. We also certify that the referenced piles are capable to sustain a net
allowable bearing capacity of 12 tons(24 Kips)as shown in the attached pile installation log.
Should you have any question regarding the above, or if you require additional information,please
contact this office.
Sincerely,
Soi o e Engineering& Testing,Inc.
ul eana,PE.
Re .No 37334
Ce: City of Miami Shores,FL
Miami Custom Pools
Enc. Pile Log,Location Sketch
Engineering is,the essence.
. .. . . . . . . . . . . . . . . . . . . . . .
ofscience and technology
Page 1 of 1
Helix Piers Installation Lag
Cr. Pile Type of Specified Installed Penetration Number& Date:May 23,2014
No: I.D. Pier Torque Torque (ft) Size of helices Kips
No: (Ft-Lbs) (Ft-Lbs)
1 1 3" 6000 6000 14.0 121, 14" 24
2 2 3" 6000 6000 13.0 121-, 14" 24
3 3 3" 6000 6000 14.0 1211, 14- 24
4 4 3" 6000 6000 16.0 12-, 14- 24
5 5 3" 6000 6000 14.0 12", 14" 24
6 6 3" 6000 6000 15.0 12", 14" Y4--
7 7 3" 6000 6000 I8.0 12", 14" 24
8 8 3" 6000 6000 14.0 12", 14" 24
9 9 3" 6000 6000 15.0 12", 14" 24
10 10 3" 6000 6000 14.0 1211, 141- 24
11
12
13
14
15
16
17
18
19
20
Misc.Info:3"4D Schedule 80 steel pipe Project: Proposed Pool City: Miami Shores,FL
Contractor: Miami Custom Pools Logged By: AP
Load Bearing: 12 tons Address: 1370 NE 103rd St. Enginee Se
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PILING T FLAN
SOILPROBE ENGINEERING AND
TESTING JLU Enterprise,Inc Pile Location Sketch
7450 Griffin Road#140
Davie,FL 33314
Tel. (954)584-6115 rj' 7�NE 103'4 St.
Fac.(954)581-2415 Miami Shores,FL
w
Residential Swimming Pool for
Kenneth R.Pfeiffer,P.E. Chee-Awai Residence
8754 S.W 206 Lane 1370 N.E. 103 Street
MIAMI,FLORIDA 33189 Miami Shores,Florida
•
CONSTANT CALCULATIONS
Concrete Strength=5000 psi Steel Modulus=29,000,000 psi
Concrete Modulus,Ec= 4050096 psi v(allowable)=2V7F 1
Ec=57277 *FIA.5 n=Es/Ec k=n/(n+(Fs/Fc)) j= 1.00-k/3
K=Fc*j*k/2 p=k*Fc/(2*Fs) p=k*Fc/(2*Fs) u=3V-F1
Fc= 2250 psi n=7.2 k=0.446 j=0.851 K=427
p=0.0251 u=212 Fy=60000 psi Fs=20000 psi v(allow)= 141 psi
INPUT DATA
Critical Panel Area=39 square feet
Water Depth=6 feet
Maximum Pile Spacing=6 feet 5 inches
Minimum Pile Spacing=6 feet
Maximum Slab Cantilever=2 feet
Wall Thickness=8 inches
SLAB THICKNESS
Slab Thickness,tl = 1.5 x t2
Slab Thickness t2(Drop Panel)=0.375 x L x cube root of 2000/F1
tl =2.669 t2= 1.779
Allow 3 inch cover to top and bottom steel in slab.Minimum Slab Thickness=7.78 inches
8 Inch slab required
Author utilizes a standard slab thickness of 10 inches unless it is
required to be greater by calculations.
Use 10 inch thick slab.
Drop panel thickness shall not be less than 2 inches
Try 6 inch thick panel
PANEL LOAD AND WALL LOAD
W=Wdx62.4+12x150/ 12
Slab load=530.6 pounds per square foot
Panel load=Slab load x Panel area
Panel Load=20693.4
Wall Load=3129.75
Deck Load=0
Contributing Wall Load=(Depth of water x wall thickness x 150#/sq.ft.x length)+any structural deck load
Contributing Wall Load=3129.75 pounds
r
Total Panel Load=23823.15
r
SHEAR CALCULATIONS
Check shear at edges where slab and drop panel join:
Area of whole panel=39 square feet
Area of drop panel=4 square feet
Area around drop panel=35 square feet
Load on slab only=21700.75 pounds
Assume a depth to steel of 7 v=V/jdb where b=4 x 2 x 12=96 inches
v= 18.58 psi<Allowable shear(110 psi)
Shear at drop panel edge OKAY
Check punching shear at pile
Perimeter of helical plate=48 inches
Circumberence of failure= 12+ 12*tan(45/(360/(2*3.1416)))=68.895315
Total Pile Load=24498.15 pounds
Shear at pile fracture=46.4116087 psi
Pile shear is okay
MOMENT CALCULATIONS
Mo=0.09 x PI x L x F(1.00-2C/3L)squared
Where L=length between piles f=factor not to be less than 1
C=Diameter of pile in feet and W=Panel load
F= 1.15 - 14/12/L=0.96827622
The author chooses not to apply any reduction factors in determining
the maximum panel moment
In addition,the author chooses not to determine moments in the minor
direction.The major moments will be applied in its place
Total Panel Moment=0.09 x PI x L x 1.15 = 13750.1435
Moments as per code shall be proportioned as follows:
Maximum negative moment at 50 percent occuring in strip 1
Maximum positive moment at 20 percent occuring in strip 1
Maximum negative moment at 15 percent occuring in strip 2
Maximum positive moment at 15 percent occuring in strip 2
MOMENT DISTRIBUTION
-MI =0.50 x 13750.1435=6875.07175 ft.-lbs.
+M1 =0.20 x 13750.1435=2750.0287 ft.-lbs.
-M2=0.15 x 13750.1435=2062.52152 ft.-lbs.
+M2=0.15 x 13750.1435=2062.52152 ft.-lbs.
CALULATE STRIP WIDTHS
Span 1 =6.42 feet
Span 2=6 feet
Because the author chooses to use the critical dimensions and apply
them in both directions,the minimum span shall be used.
Strip 1 =Span 2/2 and Strip 2=Span 2/4
STRIP 1 =36 INCHES
STRIP 2= 18 INCHES
1
CALCULATE STRIP STEEL AREA
-As1 = 0.692 INCHES
+Asl = 0.277 INCHES
-As2= 0.208 INCHES
+As2= 0.208 INCHES
i
BAR SPACING
Provide#4 bars at 10 inches TOP
Provide#4 bars at 10 inches BOTTOM
Provide#4 bars at 10 inches TOP
Provide#4 bars at 10 inches BOTTOM
CANTILEVER SLAB CALCULATONS
Maximum Cantilever Moment=2158.08 foot-pounds
#4 bars at 11 inches TOP
Area of Steel Required= 0.217 inches
s Area Provided= 0.240
R
Total Panel Moment=0.09 x P1 x L x 1.15= 13750.1435
Moments as per code shall be proportioned as follows:
Maximum negative moment at 50 percent occuring in strip 1
Maximum positive moment at 20 percent occuring in strip 1
Maximum negative moment at 15 percent occuring in strip 2
Maximum positive moment at 15 percent occuring in strip 2
MOMENT DISTRIBUTION
-M1 =0.50 x 13750.1435=6875.07175 ft.-lbs.
+M1 =0.20 x 13750.1435=2750.0287 ft.-lbs.
-M2=0.15 x 13750.1435=2062.52152 ft.-lbs.
+M2=0.15 x 13750.1435=2062.52152 ft.-lbs.
CALULATE STRIP WIDTHS
Span 1 =6.42 feet
Span 2=6 feet
Because the author chooses to use the critical dimensions and apply
them in both directions,the minimum span shall be used.
Strip 1 =Span 2/2 and Strip 2=Span 2/4
STRIP 1 =36 INCHES
STRIP 2= 18 INCHES
CALCULATE STRIP STEEL AREA
-Asl = 0.692 INCHES
+Asl = 0.277 INCHES
-As2= 0.208 INCHES
+As2= 0.208 INCHES
BAR SPACING
Provide#4 bars at 10 inches TOP
Provide#4 bars at 10 inches BOTTOM
Provide#4 bars at 10 inches TOP
Provide#4 bars at 10 inches BOTTOM
CANTILEVER SLAB CALCULATONS
Maximum Cantilever Moment=2158.08 foot-pounds
#4 bars at 11 inches TOP
Area of Steel Required= 0.217 inches
• Area Provided= 0.240
UPLIFT CALCULATIONS
" Uplift Moment=(Water Displacement-Slab Weight)x Max.Pile Span(squared)/8
Water Displacement=405.6Pounds Slab Weight= 124.5 pounds Pile Span=6.42 feet
Uplift Moment= 17378.8951 inch pounds
Uplift steel required= 0.13
Uplift steel provided= 0.24
WALL CALCULATIONS
Backfill Moment=0.5734 x 100 x(Wd cubed)
Backfill Moment= 15747 inch-pounds
Water Moment=2 x 62.4 x(Wd cubed)
Water Moment= 34273 inch-pounds
=0.2867 x 1 x 100
p=29 psf
p"=0.2867 x(Wall Height+ 1)x 100
p"=215.025 psf
H=Wall Height*b+b-/2
H= 793 Pounds
y=Wall Height*(p"+2(p))/(3 *(b+p~))
y= 2.42 ft.
Wall Moment=H x y x 12
Wall Moment= 23071 inch-pounds
Live Moment=Wall Moment-Backfill Moment
Live Moment= 7324 inch-pounds
Ultimate Moment= 1.7 x Live Moment+ 1.4 x Dead Moment
Ultimate Moment= 1.7 x 7324+ 1.4 x 15747
Ultimate Moment= 34496 inch-pounds
Wall Steel Area per foot=Ultimate Moment/(0.9*Fy*(Wall thickness/2))
Minimum Wall Steel Area per foot=0.21293791
Use#3 bars at 6 inches(0.22 inches
A STATE All State Engineering & Testing Consultants, lnc.
ENGINEERING TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMISTS-DRILLING ENVIRONMENTAL SERVICES
9600 NW 79'h Ave,Hialeah Gardens,FL 33016 Office:305-888-3373 Fax:305-88&7443 info@allstateengineedng.com
July 23,2014
Ms. Camille Chee-Awai
309 East Dilido Drive
Miami Beach, FL 33139
RE: Discrepancies Between Pile Recommendation and Pile Installation
1370 NE 103rd Street,Miami Shores, FL 33138
Dear Ms.Chee-Awai:
You brought to my attention that some of the facets of the helical pile installation for the above mentioned project
varied from the recommendation in the initial All State Engineering & Testing, Inc. (ASETC) Geotechnical
Engineering Study. You asked me to review all the information to determine if the installation was acceptable in my
opinion.
The original report called for 3.5 inch diameter shaft helical piles,with a proposed depth of 20 feet, and an allowable
compressive capacity of 15 tons. The actual helical piles were installed with 3 inch diameter shafts, depths ranging
from 13 to 18 feet,and an allowable compressive capacity of 12 tons.
After reviewing the specifications of the installation piles, including shaft diameter, helix number and helix size, I
concur with the structural engineer's pile choice of Schedule 80 Brackett Helical Piles as being adequate for the
construction with the 12 ton allowable compressive capacity.
As far as the depth is concerned, I also give the caveat in the report that the final depth may be shallower or deeper
according to torque values obtained during installation. According to the Soilprobe Engineering & Testing, Inc.
report,all piles reached the required installation torque to achieve the 12 ton allowable compressive bearing capacity.
Although we did soil borings previous to the construction, they are to be used as an educated guide, and field
conditions at each particular location are unique. Having reviewed the SPT boring logs (reviewing the general
locations of the sand and limestone strata, and N values achieved during drilling) and the pile installation logs, I
confirm that the depths achieved with the required installation torque are all adequate for the construction.
If there are any questions or concerns,do ppt hesitate to contact me.
,a et1lis I I#%
Sincerely, ��c�®� �•
9 =
Jason Steele, P.E.#69234f
Senior Civil Engineer10.
.�e o•
All State Engineering& 0:p E OF e
Testing Consultants, Inc. '®s®,�•.aA- 1®Po°`��•`
®� • ®R• •. C?��
•
S/0 N A%-S eon,
JULp
L 1 8 20% 7450 Griffin Road#140
Davie,Fl.33314
Tel:954-584-6115
Pax:954-581-2415
E-mail:Rcolett soilprobe net
soilprobe En & Testing, Inc.
g
June 2,2014
J.L.0 Enterprise,Inc.
4001 SW 139"'Ave.
Miramar, FL 33027
RE: Pile installation certification
Proposed Pool
1370 NE 103rd St.
Miami Shores,FL
This is to certify that on May 23, 2014 a representative of this office monitored the installation of
ten (10), 3" OD and schedule 80 BRACKETT brand steel helix piers at the referenced site. The
piles were installed at location staked in the field by the owner's representative to depths ranging
from 13 to 16 feet below existing grade as shown in the attached pile log and location sketch.
We further certify that our authorized representative observed the piles installation operation and
that the workmanship and materials used were in substantial compliance with the specifications
supplied to the Piling Contractor and in accordance with the approved manufacturer specifications
and Florida Building Code. We also certify that the referenced piles are capable to sustain a net
allowable bearing capacity of 12 tons (24 Kips)as shown in the attached pile installation log.
Should you have any question regarding the above, or if you require additional information,please
contact this office.
Sincerely,
Soil a ngineering& Testing,Inc.
P na,PE.
eg. 37334
c: City of Miami Shores,FL
Miami Custom Pools
Enc. Pile Log,Location Sketch
Engineering is the essence .
• ofscience and technology
Page 1 of 1
Helix Piers Installation Log
Cr. Pile Type of Specified Installed Penetration Number& Date: May 23, 2014
No: I.D. Pier Torque Torque (ft) Size of helices Kips
No: (Ft.Lbs) (Ft.Lbs)
1 1 3" 6000 6000 14.0 1271, 14" 24
2 2 3" 6000 6000 13.0 12", 14" 24
3 3 3" 6000 6000 14.0 12", 14" 24
4 4 3" 6000 6000 16.0 1219, 14" 24
5 5 3" 6000 6000 14.0 1215, 14" 24
6 6 3" 6000 6000 15.0 12", 14" 24
7 7 3" 6000 6000 18.0 1291, 145' 24
8 8 3" 6000 6000 14.0 12", 14" 24
9 9 3" 6000 6000 15.0 12", 14" 24
10 10 3" 6000 6000 14.0 12", 14" 24
11
12
13
14
15
16
17
18
19
20
Misc. Info: 3" OD Schedule 80 steel pipe Project: Proposed Pool City: Miami Shores, FL
Contractor: Miami Custom Pools Logged By: A
Load Bearing: 12 tons Address: 1370 NE 103rd St. Engineer Sea
t,a ��„ 2' .. ..... -r'.S" .. •`•. .`1,•S" '��� (i•t" <P•S" •I. "i.I'•.(ta(tu��"I
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. I .
PILING LAYOUT PLAN
114"-10'
SOILPROBE ENGINEERING AND
TESTING JLU Enterprise,Inc Pile Location Sketch
7450 Griffin Road#140
Davie,FL 33314 1.370 NE 103rd St.
Tel. (954)584-6115
Fax.(954)581-2415 Miami Shores,FL
. ALL STATE All State Engineering & Testing Consultants, Inc.
. ENGINEERING
TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMISTS-DRILLING-ENVIRONMENTAL SERVICES
July 8, 2014
Ms. Camille Chee-Awai
309 East Dilido Drive
Miami Beach, FL 33139
RE: Subsurface investigation for proposed pool
1370 NE 1031d Street, Miami Shores, FL 33138
Dear Ms. Chee-Awai:
Pursuant to your authorization, All State Engineering & Testing Consultants, Inc.(ASETC), conducted a subsurface
investigation at the above referenced project. The investigation was performed on April 30,2013
The purpose of the investigation was to develop preliminary information about the site and the subsurface conditions
existing in the vicinity of the proposed pool location in order to evaluate the site subsurface conditions and provide
foundation recommendations for the project.
To achieve the desired objective two(2)standard penetration test borings were performed and the logs are enclosed in
this report.
Test Method and Subsurface Investigation
The borings were conducted in accordance with procedures outlined for standard penetrations test and split spoon
sampling of soils by ASTM Method D-1586.
A two (2) feet two (2) inches O.D. Split Spoon Sampler was driven into the ground by successive blows with 140 Ib.
Hammer dropping thirty (30) inches. The soil sampler was driven two (2) feet at a time then extracted for visual
examination and classification of the retained soil samples.
The number of blows required for one (1)foot penetration of the sampler is designated as"N" (known as the standard
penetration resistance value). The W value provides an indication of the relative density of non-cohesive soils and the
consistency of cohesive soils.
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 W and the relative density or
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 procedures was used therefore, the samples
were taken at intervals of two(2)feet.
The types of foundation material encountered have been visually classified and are described in detail in the boring
logs. The results of the field penetration tests are presented in the boring logs in numerical forms. The average ground
water level at the site was found At five(5)feet, eight(8) inches, below the existing surface(see logs). Fluctuation in
the observed ground water level should be expected due to seasonal climatic changes rainfall variation, surface water
run-off and other, specific factors related to the site in question.
Foundation Evaluation and Recommendations
Based on the encountered subsurface conditions and project location,we have selected the use of Augercast Piles. A
deep foundation would serve to keep the pool foundation in place in case of tidal surges/flood event. Also,the use of a
foundation system using piling would bypass the unsuitable organic layer of peat and allow the direct transfer of the
proposed structural loads to the limestone layer encountered below, thereby providing a stable foundation. The
following pile criteria should be used to design the support of the proposed structure:
Augercast Piles:
The capacity of these piles is essentially developed in tip bearing and side friction. The analysis for this foundation
option consisted of determining a pile capacity for a specific size and depth of installation. The relationship obtained is
as follows:
Pile Diameter Proposed Allowable Compressive Allowable Tensile Allowable Lateral
Depth Capacity Capacity Capacity
14" 20' 35 tons 8 tons 2 tons
Grout strength and steel reinforcement size should be determined by the Structural Engineer. ASETC should be
provided with drawings and structural details upon their development for our review. A minimum of three (3) indicator
piles should initially be installed at strategic locations in order to verify the suggested pile depth. The pile installation
should be inspected to confirm compliance with depth penetration,continuity of grout,and reinforcing details.
Helical Piles:
The capacity of these piles is essentially developed in tip bearing and side friction. The analysis for this foundation
option consisted of determining a pile capacity for a specific size and depth of installation. The relationship obtained is
as follows:
Shaft Proposed Allowable Compressive Allowable Tensile
Type Diameter Depth Capacity Capacity
Type B 3.5" 20' 15 tons 5 tons
Helix Pile
The Helical Piles' helix size/number and required installation torque should be determined by the Structural Engineer.
ASETC should be provided with drawings and structural details upon their development for our review. Please refer to
the chosen helical pile manufacturer's guide for termination and installation requirements. Helix size/number and/or
final depth (shallower or deeper) may need to be adjusted according to torque values obtained during installation. A
minimum of three(3) indicator piles should initially be installed at strategic locations in order to verify the suggested pile
depth. The pile installation should be inspected to confirm compliance with torque requirements and depth.
Limitations
Regardless of the thoroughness of our geotechnical exploration there is always a possibility that conditions on the
subject property (site) may be different from those at the test locations. Therefore, ALL STATE ENGINEERING &
TESTING CONSULTANTS, INC. is not responsible for any sub-soil conditions different from those reported in our
boring logs.
This report was prepared exclusively for the use of Camille Chee-Awai. The conclusions provided by All State
Engineering & Testing Consultants, Inc. are based solely on the information presented in this report. As a mutual
protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and
authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending
our written approval.
We appreciate the opportunity to have been of service to your company. Please feel free to contact us if there are any
questions or comments pertaining to this report.
Sincerely,
eD®�g999®es®BB
@® ®�,°°°°°°°
�o
o
° o
0./f., �
V o OF 40Q
0 Ft
Jason Steele, P.E.#69234
Senior Civil Engineer
All State Engineering&
Testing Consultants, Inc.
a
f
ALL STATE All State Engineering & Testing Consultants, Inc.
ENGINEERING TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMISTS-DRILLING-ENVIRONMENTAL SERVICES
9600 NW.79th Avenue,Hialeah Gardens,Florida. 33016 / Phone:305-888-3373 Fax:305-888-7443
TEST BORING REPORT
CLIENT Camille Chee-Awai Order No. 13-1434
ADDRESS 309 East Dilido Drive,Miami Beach, Florida 33139 Report No. 1
PROJECT New Pool Hole No. B-1
ADDRESS 1370 NE. 103rd St, Miami Shores, Florida 33138 Date 04-30-13
LOCATION Driller MP<
DEPTH DESCRIPTION OF MATERIALS Sample Hammer blow °N° Hammer blows on
FEE No. on sam ler casing
1 0'-0"to 0'-4"topsoil 2 8
0'-4"to 8'-0" backfill;tan medium sand w/some rocks&wood
2 0'-2' 7 10 15
3 8 7
4 2'4' 9 7 16
5 6 5
4'-6' 5 6 10
6 7 6
7
8 6'-8' 3 2 9
9 8'-0"to 11'-0"peat 1 1
10 8'-10' 2 1 3
11 10 11
12 11'-0"to 12'-0"brown medium silica sand 10'-12' 13 12 24
13 12'-0"to 20'-0"tan limestone 12 15
14 12'14' 10 16 25
15 17 10
16 14'16' 18 21 28
17 22 25
18
16'18' 26 25 51
19 31 32
20
18'20' 30 29 62
21 End of boring @ 20'-0"
22
23
24
25
26
27
28 ® ,��o� �S��e ,s®�
t
30 •� '
WATER LEVEL: 7'-6"below surface .e°s i d
At Date: 04/30/13 ®f 7
. .
i►asolt.T .# �
�I6.9 B�PA-
881111500%
°������
®B®@p950
• Asa mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements.
Conclusions or extracts from or regarding our reports is reserved pending our written approval.
ALL STATE All State Engineering &Testing Consultants, Inc.
ENGINEERING TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMISTS-DRILLING-ENVIRONMENTAL SERVICES
9600 NW.79"Ave.,Hialeah Gardens,Florida. 33016 / Phone: 305-888-3373 Fax: 305-888-7443
TEST BORING REPORT
CLIENT Camille Chee-Awai Order No. 13.1434
ADDRESS 309 East Dilido Drive, Miami Beach, Florida 33139 Report No. 1
PROJECT New Pool Hole No. B-2
' ADDRESS 1370 NE. 103rd St, Miami Shores, Florida 33138 Date 04-30-13
LOCATIONDriller MP<
DEPTH DESCRIPTION OF MATERIALS Sample Hammer blow °N" Hammer blows on
FEE No. on sam ler casing
1 0'-0"to 0'-2"topsoil 7 8
0'-2"to 8'-0" backfill;tan medium sand mixed with some rock
2 0'-2' 8 7 16
3 6 5
4 2'-4' 7 8 12
5 7 3
6 4'-6' 4 3 7
7 4 5
8 6'-8' 3 2 8
9 8'-0"to 10'-0"brown medium sand mixed with some peat 2 1
10 9-10' 2 3 3
11 10'-0"to 12'-0"brown medium silica sand 10 10
12 10'-12' 15 16 25
13 12'-0"to 20'-0"tan limestone 17 10
14 12'14' 13 14 23
15 18 11
16 14'16' 22 25 33
17 28 25
18 16'18' 26 27 51
19 22 25
20 18'20' 31 32 56
21 End of boring @ 20'-0"
22
23
24
25
26
27
28
29 S
30
WATER LEVEL:4'-0"below surface R� m • �s®®
At Date: 04/30/13 m
•
_SO�t e, . .#69234-
.� -LU
STATE OF ••�/®
Asa mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and W'rizatlon for publication of statements.
Conclusions or extracts from or regarding our reports is reserved pending our written approval.
s
Miami Shores Village
Building Department
90050 N.E.2nd Avenue,Miami Shores,Florida 33138 F
Tel:(305)795.2204ax:(305)756.8972
\� 6
n INSPECTION'S PHONE NUMBER:(305)762.4949
FBC 20 by _
BUILDING Permit No.'6f
d �
PERMIT APPLICATION Master Permit No.
Permit Type: BUILDING ROOFING
JOB ADDRESS: 1370 NE 103 St.
City: Miami Shores County: Miami Dade 7p; 33138
Folio/Parcel#: 11-3205-030-0080
Is the Building Historically Designated:Yes NO X Flood Zone:
OWNER:Name(Fee Simple Titleholder):Camille Chee Awai Phone#:
Address:1370 NE 103 St.
City Miami Shores State: FL Zip: 33138
TenanYUssee Name: Phone#:
Email:
CONTRACTOR:Company Name: Miami Custom Swimming Pool Corp. Phone#: (305)592-8066
Address: 1065 Bass Point Road
City: Miami Springs State: FL Zip: 33166
Qualifier Name: Jose Quinones Phone#: (305)725-4765
State Certification or Registration#: CPC1458439 Certificate of Competency#: 000018565
Contact Phone#: (305)592-8066 Email Address: miamicustom@yahoo.com
DESIGNER:Architect/Engineer: Kenneth Pfeiffer Phone#: (786)235-2435
Value of Work for this Permit:$ U 0• o Square/Linear Footage of Work: 0
Type of Work: ❑Addition ❑Alteration ❑New ❑Repair/Replace ❑Demolition
Description of Work: Construction of new swimming pool.
Color thru tile:
Submittal Fee$ Permit Fee$ CCF$ CO/CC$
Scanning Fee$ Radon Fee$ DBPR$ Bond$
Notary$ Training/Education Fee$ Technology Fee$
Double Fee$ Structural Review$ ..T So J
TOTAL FEE NOW DUE$
-,rsco. 0�
Bonding Company's Name(if applicable)
Bonding Company's Address
City State Zip
Mortgage Lender's Name(if applicable)
Mortgage Lender's Address
City 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 ELECTRICAL WORK,PLUMBING,SIGNS,
WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and 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.
"WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF
COMMENCEMENT MAY 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 NOTICE OF COMMENCEMENT:'
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be sted at the job site
for the forst inspection which occurs seven (7) days after the building permit is issued. In the absence o suc posted notice, the
inspection will not be approved and a reinspection fee will be charged.
e
Signature`f Signature
Owner or Agent Contractor
The foregoing instrument was acknowledged before me this f The foregoing instrument was acknowledged before me this
day of ,201,by C 4.1011 L r day of r 20 N ,by
who is personally known to me or who has produced ho' per orally known to me or who has produced
As identification and who did take an oath. as identification and who did take an oath.
NOT PUB NOTARY PUBLIC:
JOHN PCOELLO
COMMISSION#FF011011
Sign: Sign: In 14,2017
•
Print• Print: N' ThrvluQ�tNebryBsrvi
ro ,•••. 17ACtUINONES
My CommiCs ' COMMISSION i EE 845938 My Commission Expires: /el r j
EXPIRES:January 12,2017
Bondi ileo Budget Wvkes
7WY/-'Plans;
�� +���n� �aAPPROVED BY Examiner � �Z:ng
M, to; I 1L/ Structural Review Clerk
(Revised 3/12/2012)(Revised 07/10/07XRevised 06/10/2009XRevised 3/15/09)
SNORES
.o.. null" Miami Shores Village
Building Department
�lOR1Up' 10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
SWIMMING POOL OWNER'S CERTIFICATION
Date November 14, 2013
Miami Shores Village
Building &Zoning Department
Attention: Building Official
I certify that I am the legal owner of the property described as Repeat of TR Miami Shores
Bay Park Ests PB 63-17 Lot 8 less E10ft$E 10ft of Lot 7,Blk 5 located at 1370 NE 103 St.
In accordance with Section 33-12(f , Code of Metropolitan Dade County, I certify that I
understand and agree that the swimming pool to be constructed at the above address cannot
be used or filled with water until separate permit has been obtained for an approved safety
barrier, and such barrier erected, inspected and approved.
I further understand that this certification, however, does not eliminate the need for
obtaining a permit and erecting and approved barrier prior to final inspection and use of the
pool.
Legal Owner
Camille Chee Awai
Note:This certification is to be submitted with a swimming pool permit application in duplicate.
y .ORES G,t Miami
Shores Village
Building Department
F�o1Rl�p' 10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
RESTRICTIVE COVENANT PROTECTIVE POOL ENCLOSURE
KNOW ALL MEN BY THESE PRESENTS:
WHEREAS,the undersigned Camille Chee Awai Ware the fee
simple owner(s)of the following described property situated and being in Miami Shores Village,Florida:
Address: 1370 NE 103 St. (Miami Shores.FL 33138
Whereas,the undersigned owner(s) Camille Chee Awai
desire to utilize said Lot(s)as a single building site,and the undersigned owner(s)do(es)hereby declare and agree as follows:
I. That the property will not be used in violation of any ordinances of Miami Shores Village or Miami-Dade
County now in effect or hereinafter enacted.
II. That the purpose of the covenant is to induce Miami Shores Village to issue a permit for a pool where the
required enclosure is not on the subject property where the pool is located.
III. That if any of our adjoining neighbors remove any portion of their fence or wall,or if our/my property shall fail
to meet code requirements for pool barriers,we,as owners will immediately install a protective enclosure to
meet cede requirements and will obtain a permit for such fence.
IV. That,1/we,as owner(s)hold Miami Shores Village harmless for any negligence or injury that results from not
having the enclosure.
V. If enclosure belongs to said property,I agree to maintain&or replace said enclosure in the event that is
damaged or removed by any case.
NOW,THEREOF,for good and valuable consideration,the undersigned do(es)hereby declare that helshe will not
convey or cause to be conveyed the title to the above property without requiring the successor in title to abide by all terms and
conditions set forth herein.
FURTHER,the undersigned declares)that this covenant is intended and shall constitute a restrictive covenant
concerning the use,enjoyment and title to the above property and shall constitute a covenant running with the land and shall be
binding upon the undersigned,his/her successors and assigns and may only be released by Miami Shores Village,or its
successors,in accordance of said Village then in effect
OWNER SIGN&PRINT 0/ /'U PRINTTl
I Hereby Certify that on this day personally appeared before me ��!ff& r,f�'"� /and has produced ID
# as identification and he/she acknoa4edge that he/she executed the foregoing,freely and voluntarily,
for purposes there in expressed.
SWORN TO AND SUBSCRIBED before me on this 11 day of /' 20
NOTAR %ST
OF FLORIDA
(Revised 0512209
QUINbNEB
o* MY COMMISSION#EE 845938
S4 EXPIRES:January 12,2017
slQ
�,a�O Bonded Tin Budget NotIT9 Seances
5�n0c.i
Miami Shores Village
�"" ""111' Building Department
10050 N.E.2nd Avenue
Irl pR�p► Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
NOTICE OF REQUIREMENTS
RESIDENTIAL SWIMMING POOL,SPA AND HOT TUB SAFETY ACT
I (We) acknowledge that a new swimming pool, spa or hot tub will be constructed or installed at
1370 NE 103 Street,Miami Shores,FL 33138 Miami Shores, FL, and hereby
affirm that one of the following methods will be used to most the requirements of Chapter 515,
Florida Statues and the Florida Building Code R4101.17.
Please Initial the method(s)to be used:
The pool will be equipped with an approved safety pool cover that comp lies with ASTM
F1348-91.(Submit Manufacturer's Specifications).
A continuous,one-piece(child)barrier meeting the requirements of Florida Building Code
R4101.17.1.15 will protect the pool perimeter.The plans shall show the fence location and method of
attachment,including one end that shall not be removable without the aid of tools.(Submit Manufacturer's
Specifications).
A combination of non-dwelling walls and fences(screen enclosure,child fence,masonry
fence walls,chain link or wood fence,etc.)will protect t he pool perimeter.The plans must specify t he type
and location of all non dwelling walls.Florida Building Code,R4101.17.1
— Any combination of protection which incorporates dwelling walls with openings directly into the
perimeter pool pr and all windows and doors will be equipped with exit alarms complying with Florida Building
Code,R4101.17.1.9(Submit Manufacturers Specifications).
Any combination of protection which incorporates dwelling walls with openings directly into the
pool perimeter and all doors will be equipped with a self-latching device with positive mechanical
latching/locking installed a min.54'above the threshold.If this option is selected,submit plans showing all
types and location of all perimeter protection.The plans must also show the location and type of all
openings,and the hardware type for each location.(Submit Manufacturer's Specifications).
In accordance with the Code,the pool may not be filled with water without compliance with the
Private Swimming Pool Safety Requirements,and upon expiration of the permit the pool shall be
presumed to be unsafe.I understand that not having one of the above installed will constitute a
violation of Chapter 515,F.S.,a will be considered as committing a misdemeanor of the second
degree,punishable as provid in S ction 775.082 or Section 775.083 F.S.This form must be signed
by the ownerlagent and the rime ontractor.
f
COQ AC R'S S_�IG��ATURE AND DATE OWNER'S SIGNATURE AND DATE
Miami Custdaovimming Pool Corp. amille Chee Awai
CONTRACTOR'S NAME(PLEASE PRINT) OWNER'S NA E(PL SE PRINT)
U2 A
2 ( 1iNOWE9
COELLO9'
* * ISSION i FF 018011 IRES:�January 12,2017
EXPIRES:May 14,2017 'wli
Tin Bapt Now Se,"kWTinB�WNoWySemIw
STATE-.OF FLORIDA
g DEPA ENT OF BUSIN ESS AND FROEESSIONAL'REGULATION
CONSTRUCTION INDUSTRY LENSING BOARD (850)071395
1940 NORTHt1/IONROE`STREET
TALLAHASSEE FL 32399-0783
QUINONES, JOSE E -
MIAMI CUSTOM SWIMMING POOL CORP
1065 BASS POINT RD.
MIAMI SPRINGS FL 33166 -
CongratulationsrI�VNfith this license yop become one of the nearly r
one minion Floridians License f:by the;<t?epartm,ent,of Business=and
Professional Regulation_ Our professlonats and businesses range CI£ ENOF$USTNESSAND
from architects to yacht brokers;from boxers to barbeque restaurants, -
and they keep_Florida's economy strong. E '� [ON
-
CPCt4843'3 � 3U8/22/20'k3
Every day we work to improve the way we do business in order to
serve you better. For information about our services,please to onto CE?T
www.myflondalicense:com. There you can find,-more informationQdllb�lON_
about our divisions and the regulations that impact you,subscribe
to department newsletters and learn more about the Department's Ml £ S Y ,� OdUqb P P --
initiatives. ;tea
Our mission at the Department is:,License Efficiently, Regulate Fairly.
We constantly strive to serve you better so that you can serve your is-CERT-TW crri s`f�th prgic�srons of ct> s
customers. Thank you for doing business in Florida, txw a :;ag 1 Maas 0000n�-
and congratulations.on your newlicense!
f s
The Department of State is leading-the commemoration of Flonda's:500th'anniversary in 2013_
For more information, please go tawww.VivaFlorida.org,
Vlls R@B1Id'sC9 .
DETACH HERE
ST/ 'OI`•lFLORMA' -
DEPARTMENT OF I3USt1 SAND-Pis flEESS1L? L i U MN
CONS'TRAICTION 111DIJSTR`� 9R
I.:ICF.BOARD,
CPC1458439
The COMMERCIAL P000SPA CONTRACTOR
Named below IS CERTIFIED
Under the provisions of Chapter:4.89 FS._
Expiration date: AUG 31,20f4:-
QUINONES JOSE.E
MIAMI CUSTOIt $WIMI1tNI POOL CORP
1065 BASS RF3INT�2D,
MIAMi�SPR11iGS 33166
R
RICK SCOTT ISSUED: 08/2212013 SEQ#^L13108220000774 KED-AWSON
GOVERNOR DISPLAY AS REQUIRED BY LAW SECRETARY
CUU413
Local Business Tax Receipt
Miami—Dade County, State of FloridaLBT
-THIS IS NOT A BILL-DO NOT PAY
2347516 �_j
BUSINESS NAME/LOCATION RECEIPT NO. EXPIRES
MIAMI CUSTOM SWIMMING POOL CORP RENEWAL SEPTEMBER 3®, 2014
1065 BASS POINT RD 2467041 Must be displayed at place of business
MIAMI SPRINGS FL 33166 Pursuant to County Code
Chapter 8A-Art.9&10
OWNER SEC.TYPE OF BUSINESS PAYMENT RECEIVED
MIAMI CUSTOM SWIMMING POOL 196 SPECIALTY BUILDING CONTRACTOR BY TAX COLLECTOR
CORP 000018565 $45.00 09/03/2013
Worker(s) 1 CREDITCARD-13-006971
This Local Business Tax Receipt only confirms payment of the Local Business Tax.The Receipt is not a license,
permit,or a certification of the holder's qualifications,to do business. Holder must comply with any governmental or
nongovernmental regulatory laws and requiremerns which apply to the business.
The RECEIPT NO.above must be displayed on all commercial vehicles-Miami-Dade Code Sec 8a-276.
For more information,visit www.miamidade.govRaxcollector
JEFF ATWATER
CHIEF FINANCIAL OFFICER STATE OF FLORIDA
DEPARTMENT OF FINANCIAL SERVICES
DIVISION OF WORKERS'COMPENSATION
**CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS'COMPENSATION LAW
CONSTRUCTION INDUSTRY EXEMPTION
This certifies that the individual listed below has elected to be exempt from Florida Workers'Compensation law.
EFFECTIVE DATE: 5/23/2013 EXPIRATION DATE: 5/23/2015
PERSON: QUINONES JOSE
FEIN: 592786358
BUSINESS NAME AND ADDRESS:
MIAMI CUSTOM SWIMMING P(
1065 BASS POINT ROAD
MIAMI SPRINGS FL 33166
SCOPES OF BUSINESS OR TRADE:
SWIMMING POOL
CONSTRUCTION-NOT
Pursuant to Chapter 440.05(14),F.S.,an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may
not recover benefits or compensation under this chapter.Pursuant to Chapter 440.05(12),F.S.,Certificates of election to be exempt...apply only within the scope
of the business or trade listed on the notice of election to be exempt.Pursuant to Chapter 440.05(13),F.S.,Notices of election to be exempt and certificates of
election to be exempt shall be subject to revocation if,at any time after the filing of the notice or the issuance of the certificate,the person named on the notice or
certificate no longer meets the requirements of this section for Issuance of a certificate.The department shall revoke a certificate at any time for failure of the
person named on the certificate to meet the requirements of this section.
DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 07-12 QUESTIONS?(850)413-1609
I
�Ek 1FICA fE OF INSURANCE ISSUE DATE 2/11/2014
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMA11ONIONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THEE CERTIFICATE OQES NQT
AFFIRIMATIVSLY OR NEGATIVELY AMEND.MMND OR ALTERI HE COVERAGE AFFORDED SY THE POLICIES BELOW. THISCE RTIFICATE OF INSURANCE DOES
NOT CONSTITUTE A CONRACT BETWEEN THE ISSUING INSURER(St AUTHORIZED REPRESENTATIVE OR PRODUDER,AND THE CIR TIHCATE MOLDER.
IMPORTANT:IF THE CERTIFICATE HOLDER IS AN ADpITIpNAL INSURED,THE POLICY(!ES)MUST BE ENDORSED.IF SUBROGATION 0 WAIVED,SUBJECT TO THE
TERMS AND=011TIONS OF 149 POLICY,CERTAIN PCLICIES:,MAY REQUIRE AN 6NDORSIMENT.A STATEMENT ON THIS CERTIFICATE DOES NOT CONFER
RIGHTS TO THE CIiiRT(FICATE HOLDER IN LIEU OF SUCH EADOR9EIVI8NT(S).
PRODUCER INSURER(S)AFFORDING COVERAGE
P&C Insurance Agency Inc. INSURER A: Nautilus Insurance Company
8445 SW 40th Street
Suite 103 INSURER B: NIA
Miami FL 3 165
INSURED INSURER C.
Miami Custom Swimming Pool INSURER D:
10830 Northwest 22nd Street
Miami,FL 33172
INSURER E: N/A
COVERAGES
THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE
POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH
RESPECT TO WHICH THIS CERTIFICATE FAAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED
HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMBS SHOWN MAY HAVE BEEN REDUCED BY
PAID CLAIMS.
INSR TYPE OF POLICY POLICY POLICY UMITS
LTR INSURANCE NUMBER EFFECTIVE DATE EXPIRATION DATE
A GENERAL LIABILITY NN403956 g12E312013 $12813014 GENIEiALAGGRE-GATE 600,000
PRODUCTS.COMIOP AGG. Included
PERSONAL&ADV.INJURY 300,000
EACH OCCURRENM 300,000
OAMAGE PREM RENTED TO YOU 100,000
MED EXPENSE(Any one person) 5,000
B PERSONAL LIABILITY COMBINDED SINGLE LIMIT
MEDICAL PAYMENTS TO OTHERS
C EXCESS LIABILITY EACH OCCURRENCE
AGGREGATS
D
E PROPERTY BUILDING
CONTENTS
BUSINESS INCOME
THIS INSURANCE IS ISSUED PURSUANT TO THE FLORIDA SURPLUS UNITS LAW.PERSONS INSURED BY SURPLUS LINES
CARRIERS DO NOT HAVE THE PROTECTION OF THE FLORIDA GUARANTY ACT TO THE EXTENT OF ANY RIGHT OF RECOVERY
FOR THE OBLIGATION OF AN INSOLVENT UNLICENSED INSURER.
SURPLUS LINER INSURERS'POLICY RATES AND FORMS ARE NOT APPROVED BY ANY FLORIDA REGULATORY
AGENCY.
DESCRIPTION OF OPERATIONS 1 SPECIALTY ITEMS
Swirmning Pools installation,senacing or repair below giamd
SURPLUS LINES AGENT VIRGINIA O.PHILLIPS LICENSE$A24)SIM
13677 FEATHERSOUND DRIVE PO BOX 17059 CLEARWATER,FLORIDA33762
CERTIFICATE HOLDER SHOULD ANY OF THE ABOVE DESCRIBED POUCMS BE CANCELLED
MWORE TNR EVIRATION DATE THEREOF,NOTICE MLL BE DELIVERED IN
MIAMI SHORES VILLAGE ACCORDANCE VWTH 11-19 POLICY PROVISIONS,
BUILDING DEPARTMENT AUTHORIZED SIGNATURE
10050 NE 2 AVE
Miami,FL 33136
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ANSI Miami Shores Village
fi®- V* Building Department
x0R_ 10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
MIAMI SHORES VILLAGE
NOTICE TO BUILDING DEPARTMENT
OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER
THE FLORIDA BUILDING CODE
I(We)have been retained by Camille Ghee-AWai to perform special inspector services under
the Florida Building Code at the 1370 NE 103rd St project on the below listed structures as of
3-3-14 (date).I am a registered architect or professional engineer licensed in the State of Florida.
PROCESS NUMBERS:
❑ SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(R4404.6.1.20)
❑ SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319.17.2.4.2(R4409.6.17.2.4.2)
X SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(R4407.5.4)
❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(R4408.5.2)
SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404.4.3.1)
❑ SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4405.9.12)
❑ SPECIAL INSPECTOR FOR
Note:Only the marked boxes apply.
The following individual(s)employed by this firm or me are authorized representatives to perform inspection
1. Asad Siddiqui 2.
3. 4.
*Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or
licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional
engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an
architectural education program;successful completion of the NCEES
Fundamental Examination;or registration as building inspector or general contractor.
I, (we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection
services.
I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site
for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida
Building Code,must be performed by the County.The Village building inspections must be called for on all mandatory inspections.
Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the
Department.Further,upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of
final inspection the completed inspection log form and a sealed statement indicating that,to the best of my knowledge, belief and
professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in
substaggebadd6fdang;9owith the approved plans.
Engineer/Architect
Name Jason Steele
(PRINT)
® Address 9600 NW 79th Ave,Hialeah Gardens,FL.33016
® DATE: 3-3-14 'LU Phone No. 305-888-3373
ef
��a9e l 0 N
ig-3r
ALL STATE All State Engineering &Testing Consultants, Inc.
ENGINEERING
s y TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMISTS-DRILLING-ENVIRONMENTAL SERVICES
t
May 1,2013 and Revised March 3,2014 and March 21,2014 RECEIV��,
MAR 3 4 014 f
Ms.Camille Chee-Awai
309 East Dilido Drive
Miami Beach, FL 33139
RE: Subsurface investigation for proposed pool
1370 NE 103rd Street, Miami Shores, FL 33138
Dear Ms.Chee-Awai:
Pursuant to your authorization, All State Engineering & Testing Consultants, Inc.(ASETC), conducted a subsurface
investigation at the above referenced project. The investigation was performed on April 30,2013
The purpose of the investigation was to develop preliminary information about the site and the subsurface conditions
existing in the vicinity of the proposed pool location in order to evaluate the site subsurface conditions and provide
foundation recommendations for the project.
To achieve the desired objective two(2)standard penetration test borings were performed and the logs are enclosed in
this report.
Test Method and Subsurface Investigation
The borings were conducted in accordance with procedures outlined for standard penetrations test and split spoon
sampling of soils by ASTM Method D-1586.
A two (2) feet two (2) inches O.D. Split Spoon Sampler was driven into the ground by successive blows with 140 lb.
Hammer dropping thirty (30) inches. The soil sampler was driven two (2) feet at a time then extracted for visual
examination and classification of the retained soil samples.
The number of blows required for one(1)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.
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 or
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 procedures was used therefore,the samples
were taken at intervals of two(2)feet.
The types of foundation material encountered have been visually classified and are described in detail in the boring
logs. The results of the field penetration tests are presented in the boring logs in numerical forms. The average ground
water level at the site was found at five(5)feet,eight(8)inches, below the existing surface(see logs). Fluctuation in
the observed ground water level should be expected due to seasonal climatic changes rainfall variation, surface water
run-off and other,specific factors related to the site in question.
i
, c
I
Foundation Evalbation and Recommendations
Based on the encountered subsurface conditions and project location,we have selected the use of Augercast Piles. A
deep foundation would serve to keep the pool foundation in place in case of tidal surges/flood event. Also,the use of a
foundation system using piling would bypass the unsuitable organic layer of peat and allow the direct transfer of the
proposed structural loads to the limestone layer encountered below, thereby providing a stable foundation. The
following pile criteria should be used to design the support of the proposed structure:
Augercast Piles:
The capacity of these piles is essentially developed in tip bearing and side friction. The analysis for this foundation
option consisted of determining a pile capacity for a specific size and depth of installation. The relationship obtained is
as follows:
I*ile Diameter Proposed Allovtabile Compressive Allowable Tensile Allowable Lateral
Capacity Capacity Capacity
14" 1835 tons 8 tons 2 tons
Grout strength and steel reinforcement size should be determined by the Structural Engineer. ASETC should be
provided with drawings and structural details upon their development for our review. The pile installation should be
inspected to confirm compliance with depth penetration,continuity of grout, and reinforcing details. A minimum of three
(3)indicator piles should initially be installed at strategic locations in order to verify the suggested pile depth.
Limitations
Regardless of the thoroughness of our geotechnical exploration there is always a possibility that conditions on the
subject property (site) may be different from those at the test locations. Therefore, ALL STATE ENGINEERING &
TESTING CONSULTANTS, INC. is not responsible for any sub-soil conditions different from those reported in our
boring logs.
This report was prepared exclusively for the use of Camille Chee•Awai. The conclusions provided by All State
Engineering & Testing Consultants, Inc. are based solely on the information presented in this report. As a mutual
protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and
authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending
our written approval.
We appreciate the opportunity to have been of service to your company. Please feel free to contact us if there are any
questions or comments pertaining to this report.
Sincerely,
2*-t r
Jason Steele, P.E�_*69234
>�fy
Senior Civil Engin®r
All State Engineerft.&
Testing Consultants06;
• 7sTATE All State Engineering &Testing Consultants, Inc.
TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMISTS-DRILLING-ENVIRONMENTAL SERVICES
r 9600 NW.79th Avenue,Hialeah Gardens,Florida. 33016 / Phone:305-888-3373 Fax:305-888-7443
TEST BORING REPORT
CLIENT Camille Chee-Awai Order No. 13-1434
ADDRESS 309 East Dilido Drive,Miami Beach, Florida 33139 Report No. 1
PROJECT New Pool Hole No. B-1
ADDRESS 1370 NE. 103rd St, Miami Shores, Florida 33138 Date 04-30-13
LOCATION I I Driller MP<
DEPTH DESCRIPTION OF MATERIALS Sample Hammer blow °N' Hammer blows on
FEE No. on sampler casin
1 0'-0"to 0'-4"topsoil 2 8
0'-4"to 8'-0" backfill;tan medium sand wl some rocks&wood
2 0'-2' 7 10 15
3 8 7
4 2'-4' 9 7 16
5 6 5
6 41-6' 5 6 10
7 7 6
8 6'-8' 3 2 9
9 8'-0"to 11'-0"peat 1 1
10 8'-10' 2 1 3
11 10 11
12 11'-0"to 12'-0"brown medium silica sand 10'-12' 13 12 24
13 12'-0"to 20'-0"tan limestone 12 15
14 12'14' 10 16 25
15 17 10
16 14'16' 18 21 28
17 22 25
18 16'18' 26 25 51
19 31 32
20 18'20' 30 29 62
21 End of boring @ 20'-0"
22
23
24
25
26
27
28
29
30
WATER LEVEL: 7'-6"below surface RespZ
At Date: 04130!13 3�` �
as&StrA. 69234
QUA
As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients Vriom 14 for publication of statements.
Conclusions or extracts from or regarding our reports is reserved pending our written approval.
ALL STATE All State Engineering &Testing Consultants. Inc.
s ENGINEERING TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMISTS-DRILLING-ENVIRONMENTAL SERVICES
9600 NW.790 Ave.,Hialeah Gardens,Florida. 33016 / Phone:305-888-3373 Fax:305-888-7443
r
TEST BORING REPORT
CLIENT Camille Chee-Awai Order No. 13.1434
ADDRESS 309 East Dilido Drive,Miami Beach, Florida 33139 Report No. 1
PROJECT New Pool Hole No. B-2
ADDRESS 1370 NE. 103rd St, Miami Shores, Florida 33138 Date 04-30-13
LOCATION Driller MP<
DEPTH DESCRIPTION OF MATERIALS Sample Hammer blow °N' Hammer blows on
IFEETI I No. on sampler casin
1 V-0"to 0'-2"topsoil 7 8
0'-2"to 8'-0" backfill;tan medium sand mixed with some rock
2 0'-2' 8 7 16
3 6 5
4 2'4' 7 8 12
5 7 3
6 4'4 4 3 7
7 4 5
8 61-8' 3 2 8
9 8'-0"to 10'-0"brown medium sand mixed with some peat 2 1
10 81-10' 2 3 3
11 10'-0"to 12'-0"brown medium silica sand 10 10
12 10'-12' 15 16 25
13 12'-0"to 20'-0"tan limestone 17 10
14 12'14' 13 14 23
15 18 11
16 14'16' 22 25 33
17 28 25
18 16'18' 26 27 51
19 22 25
20 18'20' 31 32 56
21 End of boring @ 20'-0"
22
23
24
25
26
27
28
yA
29 ®o
30
WATER LEVEL:4'-0"below surface j �ctful m e , a e
At Date: 04/30/13 m
Jb V . . �3t 1-4
CSO �m®m
As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements.
Conclusions or extracts from or regarding our reports is reserved pending our written approval.
ALL STATE All State Engineering & Testing Consultants, Ing.
ENGINEERING
TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMISTS-DRILLING-ENVIRONMENTAL SERVICES
• t
May 1,2013 and Revised March 3,2014
Camille Chee-Awai
309 East Dilido Drive
Miami Beach, Florida 33139
V 0 1 D
RE: Subsurface investigation for proposed Single family residence
located at: 1370 NE. 103` Street, Miami Shores,F1.3338
Dear Sir:
Pursuant to your authorization, All State Engineering & Testing Consultants, Inc.(ASETC), conducted a subsurface
investigation at the above referenced project. The investigation was performed on April 30,2013
The purpose of the investigation was to develop preliminary information about the site and the subsurface conditions
existing in the vicinity of the proposed swimming pool location in order to evaluate site preparation procedure and
foundation design criteria.
To achieve the desired objective two(2)standard penetration test borings were performed and the logs are enclosed in
this report.
TEST METHOD:
The borings were conducted in accordance with procedures outlined for standard penetrations test and split spoon
sampling of soils by ASTM Method D-1586.
A two (2) feet two (2) inches O.D. Split Spoon Sampler was driven into the ground by successive blows with 140 Ib.
Hammer dropping thirty (30) inches. The soil sampler was driven two (2) feet at a time then extracted for visual
examination and classification of the retained soil samples.
The number of blows required for one(1)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.
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 or
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 procedures was used therefore,the samples
were taken at intervals of two(2)feet or at every change in soil characteristics.
The types of foundation material encountered have been visually classified and are described in detail in the boring
logs. The results of the field penetration tests are presented in the boring logs in numerical forms. The average ground
water level at the site was found at five(5)feet, eight(8)inches, below the existing surface (see logs). Fluctuation in
the observed ground water level should be expected due to seasonal climatic changes rainfall variation, surface water
run-off and other,specific factors related to the site in question.
9600 NW.79th Avenue I Hialeah Gardens, Florida.33016 Phone:305.888.3373 Fax 305-888.7443
Page 2-May 1,2013
Camille Chee-Awai
r r
RECOMMENDATIONS FOR SWIMMING POOL Boring#-1:
Our recommendations are based on the information as provided from the client as to the type of structure planned and
on our subsurface investigation performed on the proposed site. Our recommendations are as follows:
1. Excavate entire swimming pool area and remove all top soil, unsuitable surface material and existing
subsurface soil material to the required bottom of pool elevation. We anticipate an average excavation depth
of approximately twelve(12)feet zero(0)inches.
2. Compact excavated area to a minimum compaction of 98%of the optimum dry density as per AASHTO T-180.
Verify densification procedures by taking an adequate number of field density compaction tests.
3. Care should be taken prior to any excavation work to protect adjoining foundation. It is imperative that our
engineer should be retained to monitor excavation operation.
DESIGN RECOMMENDATIONS:
The above foundation recommendation having been achieved and verified we anticipate that the foundation and
footings for the swimming pool may be appropriately proportioned for a safe soil bearing capacity not to exceed 2500
pounds per square foot.
RECOMMENDATION FOR Deck Installation Borings#-2
FOUNDATION RECOMMENDATIONS:
Our recommendations are based on the information provided from the client as to the type of structure planned and on
our subsurface investigation performed on the proposed site. Our recommendations are as follows:
1. Clear entire building area plus 5'-0" outside the perimeter of construction and remove all top soil, and
unsuitable subsurface material to the necessary depth. We anticipate an average clearance depth of
approximately six(6)inches.
2. Compact cleared area to a minimum compaction of 98% of the optimum dry density as per AASHTO T-180.
Verify densification procedures by taking an adequate number of field density compaction tests. The cleared
area should be inspected prior to the commencement of the backfilling operation to ensure that all the
unsuitable material has been removed.
3. Backfill building area, plus 5'-0" outside the perimeter of the structure to the required elevation with a clean
mixture of sand,lime rock and lime sand fill(or approved fill material)in compacted layers not to exceed 12"in
thickness. Compact each layer to a minimum of 98% of the optimum dry density as per AASHTO T180.
Verify densification procedures by taking an adequate number of field density tests, especially by the footing
area.
4. Excavate footing trenches to the required depth from the ground elevation.
5. Compact the bottom of the footing trench to a minimum compaction of 98%of the optimum dry density as per
AASHTO T-180. Verify densification procedures by taking an adequate number of field density compaction
tests.
DESIGN RECOMMENDATIONS:
The above foundation recommendation having been achieved and verified we anticipate that the foundation and
footings may be appropriately proportioned for a safe soil bearing capacity not to exceed 1500 pounds per square foot.
The use of spread footings and single column pads is suggested. A monolithic slab foundation may also be adopted.
Pages 3—May 1,2013
Camille Chee-Awai
or I
4
CONCLUSION:
Regardless of the thoroughness of our geotechnical exploration there is always a possibility that conditions on the
subject property(site) may be different from those at the test locations. Therefore, ALL STATE ENGINEERING AND
TESTING CONSULTANTS, INC., is not responsible for any sub-soil conditions different from those reported in our
boring logs.
This report was prepared exclusively for the use of Camille Chee-Awai. The conclusions provided by All State
Engingering & Testing Consultants, Inc. are based solely on the information presented in this report. As a mutual
protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and
authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending
our written approval.
We appreciate the opportunity to have been of service to your company. Please feel free to contact us if there are any
questions or comments pertaining to this report.
Sincerely yours,
i o avarvef 5 371
St afe Engineering And
Testing Consultaft,-lnc.
WQ/bm—Camille Chee-Awai
9600 NW.79th Avenue/Hialeah Gardens, Florida.33016 Phone:305.888.3373 Fax 305-888-7443
ALL STATE
All State Engineering &Testing Consultants, Inc.
ENGINEERING TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMISTS-DRILLING-ENVIRONMENTAL SERVICES
9600 NW.79"'Avenue,Hialeah Gardens,Florida. 33016 / Phone:305-888-3373 Fax:305-888-7443
TEST BORING REPORT
4 CLIENT Camille Chee-Awai Order No. 13.1434
ADDRESS 309 East Dilido Drive, Miami Beach, Florida 33139 Report No. 1
PROJECT Single Family Residence Hole No. B-1
ADDRESS 1370 NE. 103rd St, Miami Shores, Florida 33138 Date 04-30-13
LOCATION Driller MP<
DEPTH DESCRIPTION OF MATERIALS Sample Hammer blow °N° Hammer blows on
FE No. on sampler casing
1 0'-0"to 0'-4"top soil 2 8
0'-4"to 8'-0" backfill;tan medium sand with some rocks and
Wood. 0'-2' 7 10 15
2 8 7
3 2'-4' 9 7 16
4 6 5
5 4'-6' 5 6 10
6 7 6
7
8 61-8' 3 2 9
9 8'-0"to 11'-0"peat 1 1
10 8'-10' 2 1 3
11 10 11
12 11'-0"to 12'-0"brown medium silica sand 10'-12' 13 12 24
13 12'-0"to 20'-0"tan medium lime sand with coral rocks 12 15
14 12'14' 10 16 25
15 17 10
16 14'16' 18 21 28
17 22 25
18 16'18' 26 25 51
19 31 32
20 18'20' 30 29 62
21 End of boring @ 20'-0"
22
23
24
25
26
27
28
29
30
WATER LEVEL: 7'-6"below surface Res ptfully Submitted,
At Date: 04/30-13 �r
er o avarrefe,P.E.#51379
As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements.
Ccnclusions or extracts from or regarding our reports is reserved pending our written approval.
qs
_L STATE All State Engineering &Testing Consultants, Inc.
ENGINEERING TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMISTS-DRILLING-ENVIRONMENTAL SERVICES
s .
9600 NW.79"'Ave.,Hialeah Gardens,Florida. 33016 / Phone: 305-888-3373 Fax:305-888-7443
_ a
TEST BORING REPORT
CLIENT Camille Chee-Awai Order No. 13.1434
r ADDRESS 309 East Dilido Drive, Miami Beach, Florida 33139 Report No. 1
PROJECT Single Family Residence Hole No._ B-2
ADDRESS 1370 NE. 103rd St, Miami Shores, Florida 33138 Date 04-30-13
LOCATION I Driller MP<
DEPTH DESCRIPTION OF MATERIALS Sample Hammer blow "N' Hammer blows on
FE No. on sampler Casio
1 0'-0"to 0'-2"top soil 7 8
0'-2"to 8'-0" backfill;tan medium sand mixed with black sand
and some rocks.
2 0'-2' 8 7 16
3 6 5
4 2'-4' 7 8 12
5 7 3
6 4'-6' 4 3 7
7 4 5
8 6'-8' 3 2 8
9 8'-0"to 10'-0"brown medium sand mixed with some peat 2 1
10 8'-10' 2 3 3
11 10'-0"to 12'-0"brown medium silica sand 10 10
12 10'-12' 15 16 25
13 12'-0"to 20'-0"tan medium lime sand with lime rocks 17 10
14 12'14' 13 14 23
15 18 11
16 14'16' 22 25 33
17 28 25
18 16'18' 26 27 51
19 22 25
20 18'20' 31 32 56
21 End of boring @ 20'-0"
22
23
24
25
26
27
28
29
30
WATER LEVEL:4'-0"below surface Respectfully Submitted,
At Date: 04/30-13
0�
�o Gavarrete,.P.E.#511371
ILA
As
As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,anti au'.hoiz@Von for publication of statements.
Conclusions or extracts from or regarding our reports is reserved pending our written approval.
Residential Swimming Pool for
KENNETH R. PFEIFFER Chee-awai Residence
8754 S.W. 206th LANE 1370 N.E. 103 Street
MIAMI, FLORIDA 33189 Miami Shores, Florida
CONSTANT CALCULATIONS
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Concrete Strength=5000 psi Steel Modulus=29,000,000 psi
Concrete Modulus, Ec= 4050096 psi v(allowable)=2V—Fl
Ec=57277 * F 1^.5 n=Es/EC k=n/(n+(Fs/Fc)) j = 1.00-k/3
K=Fc*j*k/2 p=k*Fc/(2*Fs) p=k*Fc/(2*Fs) u=3\/—Fl
Fc= 2250 psi n=7.2 k=0.446 j =0.851 K=427
p=0.0251 u=212 Fy=60000 psi Fs=20000 psi v(allow)= 141 psi
INPUT DATA
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Pool Depth=6 feet
Critical Panel Area=50 square feet
Maximum Pile Spacing= 8 feet 4 inches
Minimum Pile Spacing=6 feet
Drop Panel Area=4 square feet
Wall Thickness=8 inches
Maximum Slab Cantilever=2 feet
SLAB THICKNESS
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Slab Thickness,tl = 1.5 x t2
Slab Thickness t2(Drop Panel)=0.375 x L x cube root of 2000/F1
t =3.463 t2=2.309
Allow 3 inch cover to top and bottom steel in slab. Minimum Slab Thickness=8.31 inches "
9 Inch slab required
Author utilizes a standard slab thickness of 10 inches unless it is
required to be greater by calculations.
Use 10 inch thick slab. �` "
Drop panel thickness shall not be less than 3 inches RS
Try 6 inch thick panel
PANEL LOAD AND WALL LOAD
W=Wd x 62.4+t2 x 150/ 12
Slab load=530.6 pounds per square foot
Panel load=Slab load x Panel area
Panel Load=26530.0
WalI Load=5414.5
' l
r * ,
Deck Load=3748.5
Contributing Wall Load=(Depth of water x wall thickness x 150#/sq.ft. x length)+any structural deck load
Contributing Wall Load=9163.0 pounds
Total Panel Load=35693.0
SHEAR CALCULATIONS
Check shear at edges where slab and drop panel join:
Area of whole panel=50 square feet
Area of drop panel=9 square feet
Area around drop panel =41 square feet
Load on slab only=30917.6 pounds
Assume a depth to steel of 7 v=V/jdb where b=4 x 3 x 12= 144 inches
v=36.03 psi <Allowable shear(I 10 psi)
Shear at drop panel edge OKAY
Check punching shear at pile
Circumference of 14 inch pile=43.98 inches
Circumberence of failure= 14+ 12*tan(45/(360/(2*3.1416)))=75.158515
Total Pile Load=40116.5 pounds
Shear at pile fracture=69.6671217 psi
Pile shear is okay
MOMENT CALCULATIONS
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Mo=0.09 x PI x L x F(1.00-2C/3L)squared
Where L=length between piles f=factor not to be less than 1
C=Diameter of pile in feet and W=Panel load
F= 1.15 - 14/12/L= 1.00994398
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The author chooses not to apply any reduction factors in determining
the maximum panel moment
In addition,the author chooses not to determine moments in the minor
direction.The major moments will be applied in it's place
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Total Panel Moment=0.09 x P1 x L x 1.15=22872.9721
Moments as per code shall be proportioned as follows:
Maximum negative moment at 50 percent occuring in strip I
Maximum positive moment at 20 percent occuring in strip 1
Maximum negative moment at 15 percent occuring in strip 2
Maximum positive moment at 15 percent occuring in strip 2
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MOMENT DISTRIBUTION
-Ml =0.50 x 22872.9721 = 11436.4861 ft.-lbs.
+M 1 =0.20 x 22872.9721 =4574.59443 ft.-lbs.
-M2=0.15 x 22872.9721 =3430.94582 ft.-lbs.
+M2=0.15 x 22872.9721 =3430.94582 ft.-lbs.
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CALULATE STRIP WIDTHS
Span I =8.33 feet
Span 2=6 feet
Because the author chooses to use the critical dimensions and apply
them in both directions,the minimum span shall be used.
Strip I =Span 2/2 and Strip 2=Span 2/4
STRIP 1 =36 INCHES
STRIP 2= 18 INCHES
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CALCULATE STRIP STEEL AREA
-As1 = 1.152 INCHES
+Asl = 0.461 INCHES
-As2= 0.345 INCHES
+As2= 0.345 INCHES
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BAR SPACING
Provide#5 bars at 9 inches TOP
Provide#4 bars at 10 inches BOTTOM
Provide#4 bars at 10 inches TOP
Provide#4 bars at 10 inches BOTTOM
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. ti
CANTILEVER SLAB CALCULATONS
Maximum Cantilever Moment=4677.87 foot-pounds
Area of Steel Required = 0.471 inches
Area Provided= 0.400
Provide#5 bars at 7 inches TOP
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UPLIFT CALCULATIONS
Uplift Moment=(Water Displacement- Slab Weight)x Max. Pile Span(squared)/8
Water Displacement=405.6Pounds Slab Weight= 124.5 pounds Pile Span=8.33 feet
Uplift Moment=29257.8297 inch pounds
Uplift steel required= 0.13
Uplift steel provided= 0.47
WALL CALCULATIONS
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Backfill Moment=0.5734 x 100 x(Wd cubed)
Backfill Moment = 12385 inch-pounds
Water Moment=2 x 62.4 x(water depth cubed)
Water Moment= 26957 inch-pounds
b"=0.2867 x(Wall Height)x 100
b"= 172.02 psf
H= Wall Height * b+b"/2
H= 699 Pounds
y= Wall Height * (b"+2(b))/(3 * (b+b~))
y= 2.17 ft.
Wall Moment= H x y x 12
Wall Moment= 18170 inch-pounds
Wall Moment from deck Dead Load=
(Deck Load x(Deck Width-(Wall thickness))/2
Wall Moment from deck Dead Load=4500 inch-pounds
Wall Moment from deck Live Load=
((Deck Width - Wall thickness)/2)x 100
Wall Moment from deck Live Load= 1067 inch -pounds
Live Moment= Wall Moment- Backfill Moment
Live Moment= 2423 inch-pounds
Sum of Live Moments= 3489
Sum of Dead Moments= 31457
Ultimate Moment= 1.7 x Live Moments+ 1.4 x Dead Moments
Ultimate Moment= 27926 inch-pounds
Minimum Wall Steel Area per foot=0.172
Use#4 bars at 10 inches or equivalent
LOCATION SKETCH
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J Property Address: 1370 N.E. 103rd St.,Miami Shores,FL. 33138.
BREVIATIONSLegal DescriP tion: Lot 8 less the East 10 feet thereof and the East 10 feet of Lot 7, in
: -
SWC=SIDEVALKCBS=CONC KSTRUCTURE,CLF=CHAINLINKFENCE,PL-PROPERTY LINE,DUE=DRAINAGE UTILI YEASEMENT,IP=IRONPIPE. Block 5,of the Replat of Tract B, MIAMI SHORES BAY PARK ESTATES, according
F=FOUND,AIC=AIR COND 0 AD, /C=PROPERTY CORNER.D/H=DRILLED HOLE,VWF=wUODEN FENCE,RES=RESIDENCE,CL-CLEAR RB=REBAR, t0 llle plat recorded in Plat Book 63 Pae 17 Public Records of Miami-Dade County,
UE=UTILITY EASEM€ C= RETE SLAB. RWRIGHT OF MY, DE=DRAINAGE EASEMENT, CIL-CENTER LINE,0=DLAMTER,TYP=TYPICAL. P , g � t,7,
M=MEASURED.R� DE .E -E ROACHMENT,COMP=COMPUTER.ASH=ASPHALT.NID=NAIL&DISC,S=SET,FEE=FINISH FLOOR ELEVATION. Florida.
0/S=OFFSETP/P=PO LE
d P=OV HEADPOWERLINE,VdN=b14TERMETER
MMAJOS°ONR," v��L= ELEVATION BASED ON LOC.# 3250 S -
..•. • ../ I I i.•. • .: •� .•.. •:..� •:.
NOT VALID UNLESS EMBOSSED WITH CONCRETE I..
MAINTENANCE&DRAINAG EASEMENT=M&D.E. CBM# $-62 ELV. 8.741 TYPE OF SURVEY:BOUNDARY SURVEY SINCE 1987
SURVEYOR'S SEAL I HEREBY CERTIFY That the survey represented
SURVEYOR'S NOTES: 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2)NOT VALID WITHOUT THE SIGNATURE thereon meets the minimum technical requirements BL..ANGO SURVEYORS ING.
jlw AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE IS NOT adopted by the STATE OF FLORIDA Board of Land
s COVERED BY PROFESSIONAL LIABILITY INSURANCE. 4) LEGAL DESCRIPTION PROVIDED BY CLIENT. °; Surveyors pursuant to Section 472.027 Florida Engineers•Land Surveyors°Planners•LB#0007059
UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL GEODETIC Statutes. 555 NORTH SHORE DRIVE
VERTICAL DATUM OF 1929. 7) OWNERSHIP OF FENCES ARE UNKNOWN. 8) THERE MAY BE_ADDITIONAI. There are no encroachments, overlaps, easements
RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAYBE FOUND IN THE PUBLIC RECORDS OFTHIS COUNTY. 91 appearing on the plat or visible easements other than MIAMI BEACH,FL 33141
CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING as shown hereon. (305) 865-1200 Email:bioncosurveyorsincOa yghoo.com Fax: (305)865-7810
INFORMATION. 10)EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED
REVISED: INSTRUMENTS,IF ANY,AFFECTING THIS PROPERTY. FLOOD ZONE: AE SUFFIX: L DATE: 9%1109 BASE: 91
Additions or deletions to survey maps or reports by other than the signing party or parties is prohibited 0306 COMMUNITY# 120652
Without written consent of the signing party or parties. ADIs N.NUNEZ PANEL:
63 17 REGISTERED LAND SURVEYORD T� SCALE: QWN.BY: JOB No
BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE-OF SAID I%-----..;PAGE STATE OF FLORIDA#5924 /'0/ 1°=20'13 F.Blanco I13-373