REV-18-3158BUILDING
PERMIT APPLICATION
❑BUILDING [2f ELECTRIC
Miami Shores Village
rT-1:lI
Building Department l,l o,s
10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY:
Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (305) 762-4949 (�Tn
FBC 20 ►� /
Master Permit No.
Sub Permit No. 9YV � S 8
❑ ROOFING �] REVISION ❑ EXTENSION ❑RENEWAL
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS HANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: 1 4 6 Ne 103 S}_
City: Miami Shores County: Miami Dade Zip:
Folio/Parcel#: Is the Building Historically Designated: Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titlehold/er/): �y z�i41 _S;Qz�/ Phone#:
Address: /,-,> _,7 S7—
City:
%City: f��i•�.�� 5����5 State: ��c�.c%►� Zip:
Tenant/Lessee Name: Phone#:
Email
CONTRACTOR: Company Name:
Address•; �%`- 1:90 :Z)w
City:
Qualifier Name i—OiA
Phone#:
State Certification or Registration #: ^ D Certificate of Competency #:
DESIGNER: Architect/Engineer: Phone#:
Address: City: State:
Value of Work for this Permit: $ nm, Square/Linear Footage of Work:
-Type of Work ® Addition ❑ Alteration ❑ ew Repair/Replace
Description of Work• h�rz
_01 . . _ __ \ ( I,. _ _ _. L_..1 ,
Specify color of color thru tile:
Submittal Fee $'
Scanning Fee $
Technology Fee $_
Structural Reviews $
(Revised02/24/2014)
Permit Fee $ _
Radon Fee $ _
0, ®o CCF $-
DBPR $
Training/Education Fee $
p:
Zip:
❑ Demolition
r\
2
CO/CC $
Notary $
Double Fee $
Bond $
TOTAL FEE NOW DUE $ 43' Go
Bonding Company's Name (if applicable)
Bonding Company's Address
City
State
Mortgage Lender's Name (if applicable)
Mortgage Lender's Address
City
State
Zip
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 certified copy of the recorded notice of commencement must be posted at the job site
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 ap d and a reinspection fee will be charged.
Signatur Signature
IV
OWNER or AGENT CONTRACTOR ,
I- I I ,
The f egoing instru /ntwaasJ,acckknowledged before me this
day of OC/ v�"� 20 JJ by
who is personally known to
me or who has produced
identification and who did take an oath.
NOTARY
Print: '
Seal: LIZETTE LLORET
State of Florida -Notary Publi
*= Commission # GG 118087
My Commission Expires
°F1 June -22, 2021
Ml
The f regoing instrument was acknowledged before me this
dayof by
` who is personally known to
me or who has produced as
identification and who did take an oath.
NOTARY P C:
Sign: )),,
Print:
Seal:
Y LIZETTE LLORET
lPRPV �, ._
B4�_Siate of Florida -Notary Public
*= Commission # GG 118087
= t.
My Commission Ex it
l8
APPROVED BY 4ii6;t /9� !%�/ Plans Examiner Zoning
Structural Review
(Revised02/24/2014)
Clerk
ALL STATE All State Engineering & Testing Consultants,
ENG1NEERM
Inc.
TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES-CHEMISTS-DRILLING-ENVIR L
•r
t
November 2, 2015
Revised October 26, 2018 U 17
Monica Savits
1480 NE 103rd Street •
Miami Shores, FL 33138 '.. • ; • • • • • •
RE: Pool Addition
1460 NE 103rd Street, Miami Shores, FL 33138 ' • • • •
To whom it may concern: : •..:. • • • • •
.. . ... ......
This letter presents the results of All State Engineering & Testing Consultants, Inc. (ASETC) G+eot4Ellnical •
Engineering Study for the above referenced project. The purpose of the geotechnical engineering study
was to evaluate the site subsurface conditions and provide foundation recommendations for the project.
Project Description
Our understanding of the site is based on our observations during our subsurface investigation. Information
you provided to us indicates the project consists of the construction of a pool with additional elements of
steps, retaining wall, spa and water features.
Test Method and Subsurface Investigation
The borings were conducted in accordance with procedures outlined for Standard Penetration Test and split
spoon sampling of soils by ASTM Method D-1586 as described below.
Two (2) feet long, two (2) inches O.D. split spoon sampler was driven into the ground by successive blows
with a 140 lbs hammer dropping thirty (30) inches. The soil sampler was driven two (2) feet at a time
(continuous method) then extracted for visual examination and classification of the soil samples.
The number of blows required for one (1) foot penetration of the sample 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. 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.
The subsurface investigation consisted of performing one (3), 25 -ft deep Standard Penetration Test (SPT)
borings (B-1, B-2, B-3). The borings were performed on October 30, 2015. r --
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12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443 STATE
Based on the information obtained from the SPT borings, Boring B-1 comprised of Topsoil from 0'-0" to
0'-2", Backfill — Gray medium sand with rock fragments from 0'-2" to 6-6" with N values ranging from 8 to
22, Brown medium sand with some wood pieces from 6'-6" to 8'-0" with N value 2. Black medium sand with
muck and some wood pieces from 8'-0" to 13'-6" with N values ranging from 14 to 20. Grey medium sand
with some rock fragments from 13'-6" to 18'-0" with N values ranging from 20 to 28, Tan medium limerock
from 18'-0" to 25-0" with N values ranging from 47 to 91.
Boring B-2 comprised of Topsoil from 0'-0" to 0'-2", Black medium Beach sand.with some rocks from 0'-2"
to 6'-0" with N values ranging from 5 to 15, Gray medium beach sand with silt and peat from 6-0 to 12'-6"
with N values ranging from 2 to 7, Grey medium beach sand from 12'-6" to 18'-0" with N values ranging
from 16 to 34, Tan limerock from 18'-0" to 25'-0" with N values ranging from 51 to 83.: •': 0
:...:.
Boring B-3, comprised of Black medium silica sand with some rocks from 0'-0" to 2'46"h -N value 12, Tan
medium sand with some shells and rocks from 2'-0 to 3'-6" with N value 8, Black mo"01%sand with some
rocks from 3'-6" to 8'-6" with N Value 2 to 9, Grey medium beach sand with silt from E; % to 13" 0" •with N
values ranging from 4 to 18, Grey medium beach sand with shells from 13'-0" to. VA" wit.s.*0 values
ranging from 18 to 37, Tan medium lime sand with coral rock from 17'-6" to 22'-0; wirr fV values ranging
from 37 to 63, Tan limerock from 22'-0" to 25'-0" with N values ranging from 36 to 66.
0,0 :00000
Detailed subsurface information is provided in the attached SPT Soil Boring Reports. •„•; •
Groundwater Conditions
The groundwater table was first encountered approximately 2'-0" below the existing ground surface during
the performance of the borings. The groundwater elevation is expected to change with seasonal and tidal
fluctuations, and during storm/hurricane events. The possibility of groundwater level fluctuations should be
considered when developing the design and construction plans for the project.
Foundation Evaluation and Recommendations
Based on the encountered subsurface conditions, we have evaluated a number of foundation systems for
the project. Special consideration in the analysis was given due to the location of the property being in an
area classified as a Special Flood Hazard Zone. Additionally, there exists the unsuitable soil strata of Silt
(B-1: 8'-0" to 13'-6"; B-2: 6-0 to 12'-6"; B-3: 8'-6" to 13'-0")and also, there are areas of the sand strata
Black/Brown medium sand Peat (B-1: 6'-6" to 8'-0"; B-2: 0'-2" to 6-0"; B-3: 3'-6" to 8'-6") which have N
values that classify the soil's relative density as Loose.
Because of these factors, we have selected the use of Augercast Piles and Helical Piles or Pin Piles. A
deep foundation would serve to keep the structure in place in case of tidal surges/flood event. Also, the
use of a foundation system using piling would bypass the unsuitable soils and organics 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:
M7
12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443
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
Depth
,b
Allowable Compressive
Capacity
Allowable Tensile
Capacity
Allowable Lateral
Capacity
14"
22'
35 tons
8 tons
2 tons
The Augercast Piles should be installed with a minimum embedment of 3 ft into the limestone laier.•CFout
strength and steel reinforcement size should be determined by the Structural Engineer. •AgETC shoWd be
provided with drawings and structural details upon their development for our review. • X4 Minimum oT $iree
(3) indicator piles should initially be installed at strategic locations in order to ve.ify,Xj suggest6d pile
depth. The pile installation should be inspected to confirm compliance with depth pemetrarion, co�666�4y of
grout, and reinforcing details. 0*:** ; • .
•• •• •
......:.
Helical Piles: y ... .
. •� •
The capacity of these piles is essentially developed in tip bearing and side friction' 'rhe analsis.ior this :' • • •;
foundation option consisted of determining a pile capacity for a specific size and depth of installailon. The
relationship obtained is as follows:
TypeShaft
"Proposed
Depth
Proposed
Allowable
Allowable Tensile
5 tons
Diameter
Depth
Compressive Capacity
Capacity
Type B
3.5"
22'
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.
Pin Piles:
The capacity of these piles is essentially developed in tip bearing. The analysis for this foundation option
consisted of determining a pile capacity for a specific pile size and depth of installation. The relationship
obtained is as follows:
Pile
Q.D.
"Proposed
Depth
Allowable Compressive
Capacity
4"
22'
5 tons
ALL STATE
12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443 c�cwaxwc
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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.
Limitations
Regardless of the thoroughness of our geotechnical exploration there is always a possibility that conditions
on the subject project may be different from those at the test locations. With this being said, ASETC
reserves the right to amend/supplement this report upon discovery of new information. Should amy subsoil
conditions different from those reported in our boring logs be encountered during cppsfruction' All State
......
Engineering and Testing Consultants, Inc. should be notified immediately. ...... ; ... • •
The conclusions provided by All State Engineering & Testing Consultants, Inc. are Wed solgt 0 the
information presented in this report. As a mutual protection to clients, the public and:6WCselves, AIt Pdports
00:060
are submitted as the confidential property of clients, and authorization for ubiidtion of stj+;mgnts,
P P Y P
'
conclusions or extracts from or regarding our reports is reserved pending our written:approval. 0•
.,•••.
•
:...%
We appreciate the opportunity to have been of service to you. Please feel free tcTcotitdct us if there are
......
:....:
any questions or comments pertaining to this report. 000000
ATTACHMENT 1.0 — BORING LOG
ATTACHMENT 2.0 — BORING LOCATION MAP
Z■
ALL STATE
12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443
,
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ATTACHMENT 1.0 - BORING LOG ::::
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ALL STATE All State Engineering & Testing Consultants, Inc.
ENGINEERING TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES-CHEMIST-DRILLING-ENIVIRONMENTAL SERVICES
12949 West Okeechobee Rd. Unit C-4. Hialeah Gardens, Florida 33018 / Phone: 305-888.3373, Fax: 305-888-7443
SPT SOIL BORING REPORT
CLIENT: Monica Savits Page: 1 of 1
CLIENT ADDRESS: 1460 NE 103rd Street, Miami Shores, FL 33138 Report #:. 1
PROJECT: Savits - Christopher Residence Boring #;: B-1
PROJECT ADDRESS: 1460 NE 103rd Street, Miami Shores, FL 33138 Date: 10/30/15
See the attached Boring Location Map Driller: AG
DEP'T'H
(FEET)
DESCRIPTIONOF MATERIALS
Sample
No.
Hammer blows ory:..
• sahler •
•1
Valuo
1
0'-0" to 0'-2" Topsoil
0'-2" to 6'-6" Backfill - Grey medium sand with rock fragments
0'-2'
.13 •. • 12 •
• to • R• 12
• •�
.
2
3
2,-4,
•1i•"
....................0..........0000.
•9 • .: 6
• • •tig
0 00 0
4
5
4'-6'
� 0000•
.... ...g.se.,.i.............'....
oeileoi 4
•
6
7
6'-6" to 8'-0" Brown medium sand with some wood pieces
6'-8'
2 * 1 •
.................. i .......... ....y...
1.*:
1 •
• • •2
8
g
8'-0" to 13'-6" Black medium sand with muck and some wood pieces
8'-10'
3 `• 6 . •
...........................e.
8 7
. •
. •14
10
11
10'-12'
........�...........................•
9 8
17
12
13
12'-14'
10
11 10
20
14
13'-6" to 18'-0" Grey medium sand with some rock fragments
1
15
14'-16'
.......13 .............12........
13 14
25
16
17
16'-18'
.........5....... 12
....................
16 25
28
18
19
18'-0" to 25'-0" Tan medium limerock
-
18'-20'
28 31
..................�....................
30 € 32
61
20
21
20'-22'
......31.......".....00 33........
31 36
64
22
23
22'-24'
......45............48........
43 i 41
91
24
25
24'-26'
49 ..............4?.......•
47
26
End of Boring @ 25'-0"
eaocoaallaoaBo
��va°°� n eo®'928'-30'
27
26-28'
0
28
29
.....................
0
30
o
WATER TABLE: 2'-0" below surface tie J�
`t'
vi wed by,� p ; CD
V II ta'tAngina�ring
f esting Consdiants; Ince
As a mutual protection to clients, the public and ourselves, all reports are submitted as�the-cdnfideriti 31 propeity oi,Llients, and authorization for publication of
statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.y J ez.
0000•.
•
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7ALL,,,STATE All State Engineering & Testing Consultants, Inc.
ERING TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES-CHEMIST-DRILLING-ENIVIRONMENTAL SERVICES
12949 West Okeechobee Rd. Unit C-4. Hialeah Gardens, Florida 33018 / Phone: 305-888-3373, Fax: 305-888-7443
SPT SOIL BORING REPORT
CLIENT: Monica Savits Page: 1 of 1
CLIENT ADDRESS: 1460 NE 103rd Street, Miami Shores, FL 33138 Report #* 1
PROJECT: Savits - Christopher Residence Sorin M. B-2
PROJECT ADDRESS: 1460 NE 103rd Street, Miami Shores, FL 33138 Date: 10/30/15
BORING LOCATION: See the attached Boring Location Map Driller* AG
DEPTH
(FEET)
DESCRIPTION OF MATERIALS
Semple
No.
Hammer blows on
• •
� � empldrr •
•"N"
•
04lue
1
0'-0" to 0'-2" Topsoil
0'-2" to 6-0" Black medium sand with some rock
0'-2'
6 7 : •
•....•. .............e.....
. • 6
.; 015
2
3
2-4
• •ef.' �......... 3.....R.
•
••2• '• 4 •
• • 5
•.•
4
5
4'-6'
0.e.�!...................6
2 2 •
• • 5
6
7
6-0" to 12'-6" Grey medium beach sand with silt and peat
6-8'
Q • s 1
.............. R.. ........... .......
1• V*
. 2
Poo •
8
9
8'-10'
•.
............ ...>...........
2 3' •
• • 3 •
•
10
11
10'-12'
.
....... ............................
4 4
3 i 6
7
12
13
12'-6" to 18'-0" Grey medium beach sand
12'-14'
8 7
.......................................
9 8
16
14
15..................
14'-16'
........ �.5.......
12 13
27
16
17
16-18'
1.6
19 € 25
34
18
19
18'-0" to 25'-0" Tan limerock
18'-20'
28 € 22
.......................................
29 € 26
51
20
21
20'-22'
......23 ..............31........
36 38
67
22
23
22'-24'
41.......x.......40.......
...........
43 41
83
24
25
24'-26'
42 ......:.......40.......
40
26
End of Boring @ 25'-0"
ooe„�Ieelll
000° x
.>
27
26-28'
..................>....................
0
28
29
a�oo/,�
n
;78,
.................. }....................
a..
0
30
WATER TABLE: 2'-4" below surface Zo �'•:6�
- 0An
R— *ewe01 —Io : Z7 o
ri S6te. iiWering
T irtg Consultants, Inc.
0
As a mutual protection to clients, the public and ourselves, all reports are submitted as theconfidential opert 'ofGies;'and authorization for publication of
statements, conclusions or extracts from or regarding our reports is reserved pending our written appioval. �6C nc;p004�°
ALLSTATE All State Engineerinc &Testing Consultants, Inc.
ENGINEERING TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES-CHEMIST-DRILLING-ENIVIRONMENTAL SERVICES
12949 West Okeechobee Rd. Unit C-4. Hialeah Gardens, Florida 33018 / Phone: 305-888-3373, Fax: 305-888-7443
SPT SOIL BORING REPORT
CLIENT: Monica Savits Page: 1 of 1
CLIENT ADDRESS: 1460 NE 103rd Street, Miami Shores, FL 33138 Report, #* 1
PROJECT: Savits - Christopher Residence Bonn #: B-3
PROJECT ADDRESS: 1460 NE 103rd Street, Miami Shores, FL 33138 Date: 10/30/15
BORING LOCATION: See the attached Boring Location Map Driller: AG
DEPTH
DESCRIPTION OF MATERIALS
Sample
Sample
Mat"r blows Lief
• • 4V"
(FEET)
• • • •bafhpw
Value
1
0'-0" to 2'-0" Black medium silica sand with some rock6
0'-2'
"
•.•..�.......... ........
• A • 3
• 12
2
3
2'-0" to T-6" Tan medium sand with some shells and rock
•'4•' 5 •
•
2'-4'
•
.................. ? ....................
• 3 • • € 2
• •
8
• •
4
3'-6" to 8'-6" Black medium sand with some rock
5
2•1 ••
•
4'-6'
..v.•. . ......................
1 • 1
• 2
6
7
6'-8'
•• ,3•.•.
..�...................
• • 5 • `• 4 • •
••
9 •
• •
8
9
8'-6" to 13'-0" Grey medium beach sand with silt
8'-10'
3 20*
..................:....................
2 3
•
• 4
10
11
10'-12'
......................... 5.........
5 6
10
12
13
12'-14'
13 ..............10.......
...........
18 10
28
14
13'-0" to 17'-6" Grey medium beach sand with shells
15
14'-16'
........5 ...............3.......
12 13
25
16
17
16'-18'
.......1.�................B.......
19 23
37
18
17'-6" to 22'-0" Tan medium lime sand with coral rock
19
18'-20'
......25.............2fi.......
21 28
47
20
21
20'-22'
.31.......1.......30.......
33 32
63
22
23
12'-0" to 25'-0" Tan limerock
22'-24'
3435
......................................
31 30
66
24
25
24'-26'
......38 .............36.......
36
26
End of Boring @ 25'-0"
27
26'-28'
..................: ....................
0
28
29
0
30
WATER TABLE: 2'-6" below surface _
Re le./ efty, �� 0
S _ t gIngineerin� 8�'Q
e n"g�Consultan�tsiihc.
a oe,
As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential;property'%clients and authorization for publication of
appr
statements, conclusions or extracts from or regarding our reports is reserved pending our written oval?p pCly
ATTACHMENT 2.0 - BORING LOCATION M,;F.
......
....
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C ga : 0 0 0 : 0
IN 17
STRUCTURAL CALCULATIONS ••
PROPOSED POOL ADDITION CATCH BASIN AND SPA
1460 NE 103 STREEET
MIAMI SHORE , FL 33138
f f�UCTLIRAL REVIEW
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A;'r'rOVED
_ DATEJA,
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TATE OF
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Vicente Franco P.E.
LIC. No. 62561
8690 NW 109 CT
MIAMI, FL 33178
TABLE OF CONTENT
CHECK PILE CAPACITY................................................................ 1
CHECK PUNCHING SHEAR.............................................................. 2
CONCRETE WALL............................................................................ 3
BOTTOMSLAB.............................................................................. 5
GRADE BEAM GB-1........................................................................ 7
GRADE BEAM GB-2........................................................................ 9
......
.
......
....
....
. .
....
....
.....
......
....
.....
.. ..
.. .
......
. .
. .
......
00 0
CHECK PILE CAPACITY................................................................ 1
CHECK PUNCHING SHEAR.............................................................. 2
CONCRETE WALL............................................................................ 3
BOTTOMSLAB.............................................................................. 5
GRADE BEAM GB-1........................................................................ 7
GRADE BEAM GB-2........................................................................ 9
Vicente Franco P.E.
CHECK NEW HELICAL PILE CAPACITY
POOL
POOL HEIGHT: h =
5 FT
BOTTOM SLAB THICKNESS =
12 IN
WALL THICKNESS =
8 IN
fc =
5000 PSI
fy =
60000 PSI
049
TENSION CAPACITY = 5 T
COMPRESSION CAPACITY = 15 T
LATERAL CAPACITY = N/A
PILE DIAMETER = 3.5 IN
PILE SPACING LEFT b1 = 4.4 FT
PILE SPACING RIGHT b2 = 4.1 -FT
TRIBUTARY WIDTH T1 = , 1 FT
TRIBUTARY WIDTH T2 = 6.5 FT
CHECK TENSION CAPACITY:
TRIBUTARY AREA = 18.06 SF
HYDROSTATIC PRESSURE = 3.468 T
DEAD LOAD:
SLAB WEGHT = 150 * 12/12 *AREA / 2000 =
WALL WEIGHT = 150 * 8/12 * h * (Tl +T2)/2 / 2000 =
DEAD LOAD = 2.29 T
1.35 T
0.94 T
UPLIFT (HP-0.6*DL) = 2.09 T OK < TENSION CAPACITY
CHECK COMPRESSION CAPACITY:
LIVE LOAD = 2.89 T
DEAD LOAD = 2.29 T
TOTAL = 5.18 T
1
OK < COMPRESSION CAPACITY
Vicente Franco P.E.
CHECK PUNCHING SHEAR AT BOTTOM SLAB
POOL
POOL HEIGHT =
5 FT
BOTTOM SLAB THICKNESS =
12 IN
WALL THICKNESS =
8 IN
f =
5000 PSI
STEEL PLATE =
8 IN
d= 9 IN
ho = 21 IN
bo = 84 IN
REACTION OVER PILE:
LIVE LOAD = 2.89 T
DEAD LOAD = 2.29 T
Vu = 16.2 K
CONCRETE SHEAR CAPACITY:
�Vc = 181.8 K
OK HELICAL PILE
2
CRITICAL AREA PERIMETER
OK > PUNCHING SHEAR
3
ONE WAY CONCRETE SLAB DESIGN - ACI COEFFICIENTS
.
Design is for largest span and worst coefficient condition
•. • • 0
.'
•000.9
606:66
•
• • • • • •
Pool height h
= 5 • ft
"""
9
•
Maximum span ls:=
5 • ft+ 0 • in
.••.
....
94••4
...,,.•
.•••
•.0•••
• r
• • •
Width bs :=
12 • in
40 49
09 •
0490••
•
......
4
0
0
0000%
Slab deep hs
12 in
:=
•
0
9
.
0.0
......
4 4
.• •
•9••44
ds:=hs-3.0•in--•in-0.5 — in ds=8.25•in
•• •
8 8
Water unitweight 7w:=
= 62.4 pcf
Concrete unit weight 7c := 150 • pcf
Ultimate bad
qu := 1.2•hs•bs•-yc+ 1.6•bs•hp•-yw
qu = 679.2 • plf
Maximum moment
qu • Is
2
Mu :_
9
fy := 60000 • psi
0.5015 fy2 bs ds2
A:=
fc
-B - B2-4•A•Mu
p:= max 0.0018,
2•A
Mu = 22640 • in • lbf
fc := 5000 • psi
B:=-0.85•fy•bs.ds2
4
Concrete shear capacity
(�Vc := 0.75 • 1.0. 2 fC • psi • bs • ds (�Vc = 10501 • lbf
Vu is lessthan haft concrete capacity. No shear rebar is required
0000....
0000....
p=0.0018
�..� :
. •
•'
0000....
,0000.•.
.
0000....
0000....
As:=p-bs hs
As=0.259-in
0000..
•.••
�••�•�
00
0000..
00600..
00. 00.
'
,i
Use #4 @ 12 top and bottom each way
0000..•.
• 9•
69:99
•• 6.
9•9
.00.9..
...•..
•
. .
. .
9...6.
0000....
Maximum shear
6
.
0000
0000
0000....
.
9
0000 •
1
S
Vu := qu — ds
Vu 231 bf
2
Concrete shear capacity
(�Vc := 0.75 • 1.0. 2 fC • psi • bs • ds (�Vc = 10501 • lbf
Vu is lessthan haft concrete capacity. No shear rebar is required
5
Cantilevered Retaining Wall
LLic. #: KW -06010683 Licensee : Vicente Franco
Description : Cantilevered Wall
Criteria
241 psf OK
Retained Height =
5.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
0.00 in
Water height over heel =
0.0 ft
Vertical component of active
Footing Shear @ Heel =
Lateral soil pressure options:
Allowable =
NOT USED for Soil Pressure.
Sliding Calcs Slab Resists All
NOT USED for Sliding Resistance.
NOT USED for Overturning Resistance.
Design Summary
less 100% Passive Force =
Wall Stability Ratios
less 100% Friction Force =
Overturning =
4.01 OK
Sliding =
0.98 OK
Slab Resists All Sliding!
in =
Total Bearing Load =
1,500 lbs
...resultant ecc. =
0.96 in
Soil PressureToe =
241 psf OK
Soil Pressure @5a Heel =
209 psf OK
Allowable =
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
289 psf
ACI Factored @ Heel =
251 psf
Footing Shear @ Toe =
4.9 psi OK
Footing Shear @ Heel =
0.0 psi OK
Allowable =
106.1 psi
Sliding Calcs Slab Resists All
Sliding !
Lateral Sliding Force
810.0 lbs
less 100% Passive Force =
- 194.5 lbs
less 100% Friction Force =
- 600.0 lbs
Added Force Req'd =
15.5 lbs NG
....for 1.5 : 1 Stability =
420.5 lbs NG
Load Factors
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
1.200
1.600
1.600
1.600
1.000
Soil Data
2012, CBC 2013, ASCE 7-10
Allow Soil Bearing =
2,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure =
45.0 psf/ft
Toe Active Pressure =
30.0 psf/ft
Passive Pressure =
389.0 psf/ft
Soil Density, Heel =
110.00 pcf
Soil Density, Toe =
110.00 pcf
Friction Coeff btwn Ftg & Soil =
0.400
Soil height to ignore
0000..
for passive pressure =
0.00 in
Stem Construction
I Top
Design Height Above Ftg
ft =
Wall Material Above "Ht"
= C
Thickness
in =
Rebar Size
=
Rebar Spacing
in =
Rebar Placed at
=
Design Data
fb/FB +fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft -I = 1
Moment..... Allowable
ft -I =
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf =
Rebar Depth 'd'
in =
Lap splice if above
in =
Lap splice if below
in =
Hook embed into footing
in =
Concrete Data
fc
psi =
Fy
psi =
Calculations per ACI 318.11, ACI 530-11, IBC
oncrete
2012, CBC 2013, ASCE 7-10
00 6
666666
0000..
0
6 6 6 6 6 6
0000..
6
' ' '
Stem
. .
0000..
0000..
Stem OK
0006%
0.00
: 00•
0000..
:0000:
6
00
0000.000000
0000
0000
. .
8.00
0000
0000
0000.
6
0000..
0000
0000.
Center
oncrete
66 66
00 6
666666
0
6 6 6 6 6 6
6
6
' ' '
Stem
. .
. .
0000..
Stem OK
"""
0.00
: 00•
:0000:
00
6 6 0
8.00
000
# 4
12.00
Center
0.429
900.0
,500.0
3,493.8
18.8
106.1
100.0
4.00
13.24
6.00
6.00
5,000.0
11
Cantilevered Retaining Wall
Lic. # : KW -06010683 Licensee : Vicente Franco
Description : Cantilevered Wall
Footing Dimensions & Strengths
Footing Design Results
Toe Width = 6.00 ft
Toe Heel
Heel Width = 0.67
Factored Pressure = 289 251 psf
'
• • • •
Total Footing Width = 6.67
Mu': Upward = 0 0 ft -Ib
•
•
• • • • • •
Footing Thickness = 12.00 in
Mu': Downward = 0 0 ft -Ib
•..
•
Key Width = 0.00 in
Mu: Design = 1,500 0 ft -Ib
• •...
;""'
....:.
Key Depth = 0.00 in
Actual 1 -Way Shear = 4.88 0.00 psi
��•;..
• •;
Allow 1 -Way Shear = 106.07 106.07 psi
; • •
Key Distance from Toe = 0.00 ft
Toe Reinforcing = # 4 @ 18.00 in
• •
•
fc = 5,000 psi Fy = 60,000 psi
Heel Reinforcing = # 4 @ 18.00 in
....
....
.....
Footing Concrete Density = 150.00 pcf
Key Reinforcing = None Spec'd
• • • • • •
• • • •
••••
• • • • •
Min. As% = 0.0018••••••
Other Acceptable Sizes &Spacings
••••••
•
Cover @Top 2.00 @ Btm.= 3.00 in
*
� • • � � �
•
Toe: Not req'd, Mu < S Fr
•
Heel: Not req'd, Mu < S * Fr
:...:.
•
Key: No key defined
'
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance
Moment
Force
Distance Moment
Item lbs ft
ft -Ib
lbs
ft
ft -Ib
Heel Active Pressure = 810.0 2.00
1,620.0 Soil Over Heel, =
0.0
6.67
0.0
Surcharge over Heel =
Sloped Soil Over Heel =
Toe Active Pressure =
Surcharge Over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Adjacent Footing Load =
Axial Dead Load on Stem =
Added Lateral Load =
* Axial Live Load on Stem =
Load @ Stem Above Soil =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
500.0
6.33
3,166.7
Earth @ Stem Transitions =
Total = 810.0 O.T.M. =
1,620.0 Footing Weight =
1,000.0
3.33
3,333.3
Resisting/Overturning Ratio =
4.01 Key Weight =
Vertical Loads used for Soil Pressure = 1,500.0
lbs Vert. Component =
Total = 1,500.0 lbs R.M. = 6,500.0
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
7
Concrete Beam
Lic. # : KW -06010683 Licensee : Vicente Franco
Description : GB -1
CODE REFERENCES
Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
fc =
3.0 ksi
Phi Values
Flexure : 0.90
0.290 in Ratio =
497>=180,
0.000 in Ratio =
0<180.0
'
•�••�
+D+H
���•��
112
fr= fc ' 7.50
= 410.792 psi
p
6.270
Shear: 0.750
,••�•�
yf Density
= 145.0 pcf
R
= 0.850
• ....
eve*
X LtWt Factor
= 1.0
....
....
.....
Elastic Modulus =
3,122.0 ksi
Fy - Stirrups
40.0 ksi
_
......
.. • .
..:..
fy - Main Rebar =
60.0 ksi
E - Stirrups =
29,000.0 ksi
• • • •
• • • •
• • • •
E - Main Rebar =
29,000.0 ksi
Stirrup Bar Size #
3
��.. �.
�.
. •
Number of Resisting Legs Per Stirrup =
2
• •' • •
D 0.50 L 0.40
a
-
12.0 ft
1Z WX 1Z FT
_Cross Section & Reinforcing Details
Rectangular Section, Width =12.0 in, Height =12.0 in
Span #1 Reinforcing....
246 at 3.50 in from Bottom, from 0.0 to 12.0 ft in this span 245 at 3.0 in from Top, from 0.0 to 12.0 ft in this span
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans...
D=0.50, L=0.40
Uniform Load on ALL spans : D = 0.50, L = 0.40 k/ft
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
Mu: Applied
Mn' Phi: Allowable
Location of maximum on span
Span # where maximum occurs
= 0.816 : 1
Typical Section
25.452 k -ft
31.181 k -ft
5.989 ft
Span # 1
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.035 in Ratio=
4164>=360.
0.000 in Ratio=
0 <360.0
0.290 in Ratio =
497>=180,
0.000 in Ratio =
0<180.0
Cross Section Strength & Inertia Top & Bottom references are for tension side of section
Phi'Mn (k -ft) Moment of Inertia (in "4 )
Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top
Section 1 2- #6 @ d=8.5",2- #5 @ d=3", 31.18 27.34 1,728.00 353.61 312.54
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimum
6.270
6.270
Overall MINimum
2.322
2.322
+D+H
3.870
3.870
+D+L+H
6.270
6.270
8
Concrete Beam
Lic. # : KW -06010683 Licensee : Vicente Franco
Description : GB -1
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1
Support 2
+D+Lr+H
3.870
3.870
• •
+D+S+H
3.870
3.870
+D+0.750Lr+0.750L+H
5.670
5.670
+D+0.750L+0.750S+H
5.670
5.670
+D+0.60W+H
3.870
3.870
•
+D+0.70E+H
3.870
3.870
• •' • •'
••••
••••
• •
+D+0.750Lr+0.750L+0.450W+H
5.670
5.670
• •
• •
+D+0.750L+0.750S+0.450W+H
5.670
5.670
••••••
••••
• •
•••••
+D+0.750L+0.750S+0.5250E+H
5.670
5.670
• •
• • •
+0.60D+0.60W+0.60H
2.322
2.322
+0.60D+0.70E+0.60H
2.322
2.322
: : :
•
DOnly
3.870
3.870
:•••:•
������
Lr Only
: •�•
:••••�
L Only
2.400
2.400
�'
• • •
S Only
'
W Only
E Only
H Only
Shear Stirrup Requirements
Between 0.00 to 3.08 ft, PhiVc/2 < Vu - PhiVc, Req'd Vs = Min 11.4.6.1, use stirrups spaced at 4.000 in
Between 3.10 to 8.90 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in
Between 8.92 to 11.98 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use stirrups spaced at 4.000 in
Overall Maximum Deflections
Load Combination Span Max. "" Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft)
+D+L+H 1 0.2897 6.000 0.0000 0.000
Z
Concrete Beam
Lic. #: KW -06010683 Licensee : Vicente Franco
Description : GB -2
CODE REFERENCES
Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10
Support 1
Support 2
Overall MAXimum
10.680
•
Load Combination Set: ASCE 7-10
0.619 : 1
Maximum Deflection
+D+H
7.480
•
Section used for this span
Typical Section
Max Downward Transient Deflection
0.004 in
Ratio =
47430 >=360.
Mu: Applied
56.384 k -ft
Max Upward Transient Deflection
Material Properties
Ratio =
0 <360.0
Mn " Phi: Allowable
91.152 k -ft
Max Downward Total Deflection
0.014 in
Ratio =
fc
= 3.0 ksi Phi Values
Flexure :
0.90"'
0.000 in
Ratio =
0 <180.0
•"
• • • '
1/2
fr = fc ' 7.50
= 410.792 psi
Shear:
0.750
Span # where maximum occurs
Span # 1
, ;
yf Density
= 145.0 pcf R
=
0.850
• •
.,.
•
....
:""
% LtWt Factor
1
= 1.0
I'
...'
' Y ...'
.....
Elastic Modulus
= 3,122.0 ksi Fy - Stirrups
40.0 ksi
{.
....
....
..:..
E - Stirrups
= 29,000.0
ksi
' • •'
' • •'
• • • •
fy Main Rebar
= 60.0 ksi
Stirrup Bar Size #
3
.
.
E - Main Rebar
= 29,000.0 ksi
`
+.
•
Number of Resisting Legs Per Stirrup
=
2
; ;
• • • • •
• • • •
.
. .
00
_Cross Section & Reinforcing Details
Rectangular Section, Width = 12.0 in, Height = 36.0 in
Span #1 Reinforcing....
245 at 3.50 in from Bottom, from 0.0 to 16.0 ft in this span 245 at 3.0 in from Top, from 0.0 to 16.0 ft in this span
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans...
D=0.50, L=0.40
Uniform Load on ALL spans: D = 0.50, L = 0.40 k/ft
DESIGN SUMMARY
Support 1
Support 2
Overall MAXimum
10.680
•
Maximum Bending Stress Ratio =
0.619 : 1
Maximum Deflection
+D+H
7.480
7.480
Section used for this span
Typical Section
Max Downward Transient Deflection
0.004 in
Ratio =
47430 >=360.
Mu: Applied
56.384 k -ft
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360.0
Mn " Phi: Allowable
91.152 k -ft
Max Downward Total Deflection
0.014 in
Ratio =
14211 >=180.
Max Upward Total Deflection
0.000 in
Ratio =
0 <180.0
Location of maximum on span
8.015 ft
Span # where maximum occurs
Span # 1
Cross Section Strength & Inertia Top & Bottom references are for tension side of section
Phi'Mn (k -ft) Moment of Inertia (in "4 )
Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top
Section 1 2- #5 @ d=32.5",2- #5 @ d=3", 91.15 93.89 46,656.00 4,875.85 5,026.55
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimum
10.680
10.680
Overall MINimum
3.200
3.200
+D+H
7.480
7.480
+D+L+H
10.680
10.680
10
Concrete Beam
Lic. #: KW -06010683 Licensee : Vicente Franco
Description : GB -2
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1
Support 2
+D+Lr+H
7.480
7.480
+D+S+H
7.480
7.480
+D+0.750Lr+0.750L+H
9.880
9.880
+D+0.750L+0.750S+H
9.880
9.880
+D+0.60W+H
7.480
7.480
+D+0.70E+H
7.480
7.480
+D+0.750Lr+0.750L+0.450W+H
9.880
9.880
+D+0.750L+0.750S+0.450W+H
9.880
9.880
+D+0.750L+0.750S+0.5250E+H
9.880
9.880
+0.60D+0.60W+0.60H
4.488
4.488
+0.60D+0.70E+0.60H
4.488
4.488
D Only
7.480
7.480
Lr Only
, •
L Only
3.200
3.200
S Only
• • •
W Only
00 0
0.6900
E Only
•
H Only
•
Shear Stirrup Requirements
Entire Beam Span Length : Vu < PhiVcl2, Req'd Vs = Not Reqd
11.4.6.1, use stirrups spaced at 0.000 in
Overall Maximum Deflections
0000••
Load Combination Span
Max. " " Defl (in) Location in Span (ft) Load Combination
+D+L+H
1 0.0135 8.000
Max. "+" Defl (in) Location in Span (ft)
0.0000 0.000
• •
•0000•
• •
•
0000••
0000••
•
000000
0
0066••
6•,9• 6•
•
• •
••0•
0009
• •
6 •
• •
0000
0000
•6.9•
, •
6.6••6
•,••
•••66
• •
• • •
00 06
00 0
0.6900
•
•••666•
•
• •
• •
•66669
0000••
w 6 •
000000
6 • •
• • •
• •
• • •
•• •
Max. "+" Defl (in) Location in Span (ft)
0.0000 0.000
FND. 1/2"
I. R.
6
Lq
SET NAIL / •.�
& DISC •
O /lo
C 1 �s a
� �9 0 •� � ST
S? S �Sohq/�J ��� : ••• •.s.•• • o•••
?, • . .
see
• . • J • •
/` • i • •
BRICK I • • . • 0000 •..••
• J
00:000 • • • 40:060
•/ • •
ro• •
•.
• �. •
/i•� ••• • �•••o:
PLANTER ASPHALT
23.40' DRIVEWAY
w
SKETCH NO.: 07-1058
PORC
PLANTER
— 3.98 RICK 14.75'
---- PA RS N
11
N
�
�
13.20' 1
5.78' �L� '00.4.41'
N
TWO STORY
LOT 14
m AREA
ONE STORY
(Q
SKETCH NO.: 07-1058
PORC
PLANTER
— 3.98 RICK 14.75'
---- PA RS N
11
13.20' 1
5.78' �L� '00.4.41'
TWO STORY
LOT 14
m AREA
ONE STORY
C.B.S.
A/
RESIDENCE
co
#1460
^ W
STAIRS
co
— J LOT 15
Q >a
BL OCK 5
N
C3 wA
co
17.53'
O
BRICK
�D
STORAGE
o b
6
P RCH
0.0
TILE
FND. DRILL
HOLE nI
0/S 0.44'(N) rj l
0.9' (E) WOOD
DOCK
C 1: R=25.00'
,&=57'27'00"
A=25.07'
C.B=S.61'25'36"E.
C2: R=200.00'
A=24'23'36"
A=85.15'
C.B.=N.44'53'54"W.
POOL
PAVERS
STAIRS
SET 1/2"
I.R. & CAP
`Oj 16
-CONC.
SEA WALL
FND. DRILL \
HOLE \
1• J \
3s 00 FND. DRILL
HOLE
SCALE: 1" = 20'
SKETCH NO.: 07-1058
DRAWN BY: K.W.
vn
tn
7.
-CONC.
SEA WALL
FND. DRILL \
HOLE \
1• J \
3s 00 FND. DRILL
HOLE
SCALE: 1" = 20'
SKETCH NO.: 07-1058
DRAWN BY: K.W.
SIDE 2 OF 2