DGT-05-22-1256Miami Shores Village
10050 NE 2 Ave
Miami Shores FL 33138
305-795-2204
Location Address
133 NW 103RD ST, Miami Shores, FL 33150
,ccs
Parcel Number
............................-.............. ..............
1121360131560
iv'rilagros Caba Owner HOME OWNER Contractor
133 NW 103 ST HOME OWNER
Mobile: 3053007894 comasmily@yahoo.com
Inspection Requests:
I Description: WOOD DECK TValuation: $ 3,000.00
305-762 49A9
Total Sq Feet: 370.00
Fees
Amount
Application Fee - Other
$50.00
CCF
$1.80
DBPR Fee
$2.00
DCA Fee
$2.00
Deck Fee
$175.00
Education Surcharge
$0.90
Planning and Zoning Review Fee
$70.00
Scanning Fee
$15.00
structural Review ($60)
$60.00
dinology Fee
$17.50
$394.20
ice..
Payments
Date Paid Amt Paid
Total Fees
$394.20
Credit Card
05/17/2022 $50.00
Credit Card
11/21/2022 $344.20
Amount Due:
$0.00
Building Department Copy
In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations
pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores
Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate
i:E:rmits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work.
I;•_ "S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws
Lity construction and zoning. Futhermore, I authorize the above named contractor to do the work stated.
//,
'Aukorizedsignature Owner / Applicant / Contractor ! Agent
Date
November 21, 2022 Page 2 of 2
Miami Shores Village
= IVED
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (305) 762-4949
BUILDING
PERMIT APPLICATION
❑BUILDING ❑ ELECTRIC ❑ ROOFING
❑PLUMBING ❑ MECHANICAL ❑ CHANGE OF
CONTRACTOR
FBC 20q--D ,44
Master Permit No.T-�oZ."
Sub Permit No.
❑ REVISION ❑ EXTENSION ❑ RENEWAL
❑ CANCELLATION ❑ SHOP
DRAWINGS
JOB ADDRESS: �z3 3 A/ZO1_2 3 501",
City: Miami Shores County: Miami Dade Zip: 3z1:
Folio/Parcel#:�Z 1 3 4�a' z Is the Building Historically Designated: Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder): /�!T/�%�� 5 ,( Phone#: 3 ' 3
Address:/' z'6t/ la Sl`
City: M� ' ':5 4a, S State: � � Zip:
,I
Tenant/Lessee Name:
Email: L 0 rn A's " 1 U: @ _ `�'A-1-�C�� . C0._-1
Phone#:
CONTRACTOR: Company Name: Phone#:
Address:
Email
Qualifier Name:
State Certification or Registration #:
one#:
Certificate of Competency #:
DESIGNER: Architect/Engineer: /�f� CLiiit/� Phone#:
Address: /_<�� ;� pl �&4Z7 ,44 City: f:)6 / 4/ Stater Zip: 3 3 % Z
Value of Work for this Permit: $ 3, cXSquare/Linear Footage of Work: 3 —2o
Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition
Description of Work: eLa�z/ 1: 2C� h
Specify color of color thru tile:
Submittal Fee $ o l7 Permit Fee $ 1* 1 S
Scanning Fee $ A DCA Fee $ 2
0
Technology Fee $ 1� ' Training/Education Fee
Structural Reviews $�O
(Revised04/05/2022)
P&Z Review $
CCF $ I • C! " CO/CC $ 41 -
DBPR $ Notary $ 6
a ' 1 Double Fee $ 40
Bond $�
TOTAL FEE NOW DUE $ .'
q.0 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
Zi
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 approved and a reinspection fee will be charged.
SignatureF� ',� . Signature
OWNER or AGENT CONTRACTOR
The foregoing instrument was acknowledged before me this
day of — , 20 Z` L , by
is personally known to
me or who has produced I-- as
The foregoing instrument was acknowledged before me this
day of
me or who has produced
20 , by
who is personally known to
identification and who did take an oath. identification and who did take an oath.
as
NOTARY PUBLIC:
NOTARY PUBLIC:
/
Sign:
g
Sign:
Print: Print:
Seal:
sip%►v
*
ARLENIS SILVERA
MY COMMISSION # GG.950477
Seal:
*:
�rpa
EXPIRES: March 6, 2024
•FOF F ��'
Bonded Thru Notary Public Underwriters
APPROVED BY
pl Z Plans Examiner
L/tyk
�I Zoning
Structural Review
Clerk
(Revised04/05/2022)
Miami Shores Village
Building Department
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
OWNER BUILDER DISCLOSURE STATEMENT
NAME:all— ��S CAi%IL%f DATE: v& /7 �
ADDRESS: 5 3 1O _S 3j- 1g1,4 q ( -5kKe 1 E 3,3/k_5�
Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have
read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner
must appear in person to complete all applications.
State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption
allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the
construction yourself. You may build or improve a one -family or two-family residence. You may also build or improve a commercial building at a
cost of $25,000.00 or less (The new form states 75,000). The building must be far your own use and occupancy. It may not be built for sale or
lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built
for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make
sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on
your building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and
with -holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all
applicable laws, ordinances, buildings codes and zoning regulations.
Please read and initial each paragraph.
1, 1 understand that state law requires construction to be done by a licensed contractor and have applied for an owner -builder permit under an
exemption from the law. The exemption specifies that I, as the owner of the property listed, may act as my own contractor with certain
restrictions even though I do not have a license.
Initial Nl `<_-,
2. 1 understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and
is not hiring a licensed contractor to assume responsibility.
Initial 44`
3. 1 understand that, as an owner builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential
financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the
contractor is required by law to be licensed in Florida and to list his or license numbers on permits and contracts.
Initial M
4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding. I may also build or improve a commercial
building if the costs do not exceed $75,000. The building or residence must be for my use or occupancy. It may not be built or substantially
improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the
construction is complete, the law will presume that I built or substantially improved it for sale or lease, which violates the exemption.
Initial jq-
5. 1 understand that, as the owner -builder, I must provide direct, onsite supervision of the construction.
Initial c
6. I understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence. It
is my responsibility to,ensure that the persons whom I employ have the license required by law and
/bbyyJcounty or municipal ordinance.
Initial `�L/
7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner -builder permit that erroneously
implies that the property owner is providing his or her own labor and materials. 1, as an owner -builder, may be held liable and subjected to
serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's
insurance may not provide coverage for those injuries. I am willfully acting as an owner -builder and am aware of the limits of my insurance
coverage for injuries to workers on my property. 1 J
Initial
8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the
work being done. Any person working on my building who is not licensed must work under my direct supervision and must be employed by
me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the
Federal Insurance Contributions Act (FICA) and must provide workers compensation for the employee. 1 understand that my failure to follow
these may subject to serious financial risk,
7
Initial i
9. 1 agree that, as the party legally and financially responsible for this proposed Construction activity, I will abide by all applicable laws and
requirement that govern owner -builders as well as employers. I also understand that the
Construction must comply with all applicable laws, ordinances, building codes, and zoning regulations..
Initial �C
10. 1 understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service, the United States
Small Business Administration, and the Florida Department of Revenues. I also understand that I may contact the Florida Construction Industry
Licensing Board at 850.487,1395 or http://www.myfloridalicense.com/dbpr/pro/cilb/index.html
Initial
11. 1 am aware of, and consent to; an owner -builder building permit applied for in my name and understands that I am the party
legally and financially responsible for tt e proposed construction activity at the following address:
_
Initial �I �✓
12. 1 agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the information that I have provided on
this disclosure.
Initial `✓�
Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the
Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial
loss that you sustain as a result of contractor may be in civil court. It is also important for you to understand that, if an unlicensed contractor or
employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner -builder
permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of
the contractor's workers compensation coverage.
Before a building permit can be issued, this disclosure statement must be completed and signed by the property owner and returned to the local
permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property
owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued.
Was acknowledged before me this CA day of 20
By.. t k,-C 0- who was personally known to me or who has
Produced there License or --�
as identification.
A /`/ � „ •��,;, ARI.ENlS StLVE�Rq
MY CQMMISSI
EXPIRES. QN � GG 950477
OWNER NOTARY O/+F�OQ. Bcndad RES. Mara S� 2024
Fh
Nctary Public Underwriters
P'_ECr.TV L)
CALC ENGINEERING
2000 NW 891h PL, Unit 102
Doral, FL 33172 BY
Ph: 305-898-9995
www.calceng.com
STRUCTURAL CALCULATIONS
PROJECT: NEW WOOD DECK FOR CABA RESIDENCE
ADDRESS: 133 NW 103 ST, MIAMI, FL, 331506,'---
APPLICABLE CODES
- FBC 2020
Ff 7
- ASCE 7-16
- ACI 318-19
- NDS 2018
These Calculations contain manual and computer -generated structural calculations.
Computations were performed to the best of my knowledge according to sound and generd1ly
accepted engineering principals and Code requirements. The sign and seal Druvided herein is
meant to cover all computation sheets pages 1 through 14.
Masood Hajali, PhD, P.E.
Florida Reg,: 82038
� yl�
Page 1 of 14
CANC ENGINEERING
2000NVV801hPL Unit 102
Oona|.FL33172
Ph:305-808-A005
xvwxw.ca/uong.com
PROJECT: NEW WOOD DECK FOR CA0A RESIDENCE
TABLE OF CONTENTS
l DESIGN CRITERIA .---------------------------------,_-._--._`_3
�
2. LOADS ........................................................................................................................... —.------_4
� '
3. WOOD PLANK DESIGN ............................................................................................ .......................... i,Q
/i WOOD JOIST DESIGN .............................................................................................. _``..................... 9
S. BEAM DESIGN ....................................................................................................................................
1 �
/.-
6 FOUNDATION �
| ---------------------------------------`—J4
. . .
Computer Programs Used:
w K4ecaxvnd
Page 2 of 14
CALC ENGINEERING
2000 NW 89th PL, Unit 102
Doral, FL 33172
Ph: 305-898-9995
www.calceng.com
1. DESIGN CRITERIA
Design Parameters
• Florida Building Code, 2020 Edition
• Wind Parameters:
■ ASCE 7-16
■ Wind Velocity= 175 MPH (ULT)
■ Risk Category= II
■ Exposure= C
■ Kd= 0.85
■ GCpi= ±0.18 (Partially Open and Enclosed Structures)
■ GCpi= ±0.55 (Partially Enclosed Structures)
Materials Used
• Concrete Strength at 28 days —Yc=3,000psi
• Reinforcing — fy= 60,OOOpsi
• Masonry —f'm 1,500psi (f c=1,900psi)
• Wood SYP No. 2
Design Loads
• Refer to Section 2.
Foundation Parameters
• Presumptive Bearing Capacity 2000psf.
Page 3 of 14
CALC ENGINEERING
2000 NW 891h PL, Unit 102
Doral, FL 33172
Ph: 305-898-9995
www.calceng.com
2. LOADS
ROOF GRAVITY LOADS
Live= 60psf
Dead Load= 5psf
System Load= 5psf
TL= 70psf
WIND LOADS (See report below)
MecaWind v2391
viww . me ,a biz,
Calculations Prepared by:
Date: Mar 10, 2022
Basic Wind Parameters
Wind Load Standard
Wind Design Speed
Structure Type
General Wind Settings
= ASCE 7-16 Exposure Category
= 175.0 mph Risk Category
= Building Building Type
Incl_LF = Include ASD Load Factor of 0.6 in Pressures
DynType = Dynamic Type of Structure
Zg = Altitude (Ground Elevation) above Sea Level
Bdist = Base Elevation of Structure
SDB = Simple Diaphragm Building
Reacs = Show the Base Reactions in the output
MWFRSType = MWFRS Method Selected
Analysis
Topographic Factor per Fig 26.8-1
Topo = Topographic Feature
Kzt = Topographic Factor
Building Inputs
RoofType: Building Roof Type = L Shaped
L2
Length Along Back
= 24.000 ft
ft
L4
Width End 2 =
14.000 ft
RE
Roof Entry Method
= Slope
End1
Roof Type on End 1 =
Gabled
Par
Is there a Parapet
= False
Exposure Constants per Table 26.11-1:
Alpha: Table 26.11-1 Const = 9.500
ft
= True
= Rigid
= 0.000 ft
= 0.000 ft
= False
= False
= No
= None
= 1.000
L1
Width of End 1
= 5.000 ft
L3
Width Along Side
= 20.000
EHt
Eave Height
= 1.000 ft
Slope
Roof Slope at End
1= 0.0 :12
End2
End2 Method
= Gabled
Zg: Table 26.11-1 Const = 900.000
Page 4 of 14
CALC ENGINEERING
2000 NW 89"' PL, Unit 102
Doral, FL 33172
Ph: 305-898-9995
www.calceng.com
At: Table 26.11-1 Const = 0.105
Am: Table 26.11-1 Const = 0.154
C: Table 26.11-1 Const = 0.200
Overhang Inputs:
Std = Overhangs on all sides are the same
OHType = Type of Roof Wall Intersections
OH = Overhang of Roof Beyond Wall
Bt: Table 26.11-1 Const = 1.000
Bm: Table 26.11-1 Const = 0.650
Eps: Table 26.11-1 Const = 0.200
Components and Cladding (C&C) Calculations per Ch 30 Part 1: (End 1)
True
= 0.000 ft
h/W
= Ratio of mean roof height to building width =
0.400
h/L
= Ratio of mean roof height to building length =
0.2JJ'
h
= Mean Roof Height above grade =
20.000
ft
Kh
= 15 ft [4.572 m]< Z <Zg-->(2.01*(Z/zg)^(2/Alpha) {Table 26.10-11=
0'.'02
Kzt
= Topographic Factor is 1 since no Topographic feature specified =
1.00Q
Kd
= Wind Directionality Factor per Table 26.6-1 =
0.85
GCPi
= Ref Table 26.13-1 for Enclosed Building =
+;' Csl&
LF
= Load Factor based upon ASD Design =
0'.60
qh
= (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF
psf
;
LHD
= Least Horizontal Dimension: Min(B, L) =
20.000
ft
al
= Min(0.1 * LHD, 0.4 * h =
2,OOC:ft
a
= Max(al, 0.04 * LHD, 3 ft [0.9 m]) =
3,000,ft
h/B
= Ratio of mean roof height to least hor dim: h / B =
1�000,`
0.2*h
= Parameter used to define Zone 3 =
4.000 ft
0.6*h
= Parameter used to define Zones 1 and 2 =
12.000
ft
Wind Pressures for C&C Ch 30 Pt 1 (End 1)
All wind pressures include a load factor of 0.6
Description
Zone
Width
Span
Area
1/3
Ref
GCp
GCp
p
p
Rule
Fig
Max
Min
Max
Min
-----------
ft
----
ft
-----
ft
-----
sq ft
-----
----
-------
-----
psf
psf
Zone
1
1
1.000
1.000
1.00
No
30.3-2A
0.300
------
-1.700
-----
17.31
-------
-67.79
Zone
1'
1'
1.000
1.000
1.00
No
30.3-2A
0.300
-0.900
17.31
-38.95
Zone
2
2
1.000
1.000
1.00
No
30.3-2A
0.300
-2.300
17.31
-89.43
Zone
3
3
1.000
1.000
1.00
No
30.3-2A
0.300
-3.200
17.31
-121.89
Zone
4
4
1.000
1.000
1.00
No
30.3-1
0.900
-0.990
38.95
-42.19
Zone
5
5
1.000
1.000
1.00
No
30.3-1
0.900
-1.260
38.95
-51.93
Area = Span Length x Effective Width
1/3 Rule = Effective width need not be less than 1/3 of the span length
GCp = External Pressure Coefficients taken from Figures 30.3-1 through 30.3-7
p = Wind Pressure: qh*(GCp - GCpi) [Eqn 30.3-1]*
* Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] (Includes
LF)
Since Roof Slope <= 10 Deg, the GCp value is reduced by 100
Page 5 of 14
CALC ENGINEERING
2000 NW 89'h PL, Unit 102
Doral, FL 33172
Ph: 305-898-9995
www.calceng.com
Components and Cladding (C&C) Overhang Calculations per Section 30.9: (End 1)
h = Mean Roof Height above grade = 1.000 ft
Kh = Z < 15 ft [4.572 m]--> (2.01 * (15/zg)^(2/Alpha) {Table 26.10-1)= 0.849
Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000
Kd = Wind Directionality Factor per Table 26.6-1 = 0.85
GCPi = Ref Table 26.13-1 for Enclosed Building = +/-0.18
LF = Load Factor based upon ASD Design = 0.60
qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF = 33.94
psf
Wind Pressures for C&C per Section 30.9 & Figure 30.3-2 (End 1)
All wind pressures include a load factor of 0.6
Description Zone Width Span Area 1/3 Ref GCpi GCp GCp b p
Length Rule Fig +/- Max Min Max Min
ft ft ft sq ft pit psf
----------- ----- ----- ------ ----- ----------- ---- ----- ------ ---- -------
Zone 1_OH 1-OH 1.000 1.000 1.00 No 30.3-2A 0.00 0.000 -1.700 S:GO-57.,7,0
Zone 1'_OH 1' OH 1.000 1.000 1.00 No 30.3-2A 0.00 0.000 -1.700 :GO -57.70
Zone 2_OH 2_OH 1.000 1.000 1.00 No 30.3-2A 0.00 0.000-2.300: P<fC -79,07
Zone 3 OH 3 OH 1.000 1.000 1.00 No 30.3-2A 0.00 0.000-3.200, 9,60-108.61;
# OH = Zone # on Overhang with Zero Internal Pressure (GCPi = 0)
Area = Span Length x Effective Width
1/3 Rule = Effective width need not be less than 1/3 of the span length
p = Wind Pressure: qh*(GCp - GCpi)*LF [Eqn 30.3-1]*
* Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] (Includes
LF)
Values of GCp for overhangs include contributions from both upper and lower
surfaces.
Components and Cladding (C&C) Calculations per Ch 30 Part 1: (End 2)
h/W
= Ratio of mean roof height to building width =
0.400
h/L
= Ratio of mean roof height to building length =
0.200
h
= Mean Roof Height above grade =
20.000
ft
Kh
= 15 ft [4.572 m]< Z <Zg-->(2.01*(Z/zg)^(2/Alpha) {Table 26.10-11=
0.902
Kzt
= Topographic Factor is 1 since no Topographic feature specified =
1.000
Kd
= Wind Directionality Factor per Table 26.6-1 =
0.85
GCPi
= Ref Table 26.13-1 for Enclosed Building =
+/-0.18
LF
= Load Factor based upon ASD Design =
0.60
qh
= (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF =
36.06
psf
LHD
= Least Horizontal Dimension: Min(B, L) =
20.000
ft
al
= Min(0.1 * LHD, 0.4 * h =
2.000 ft
a
= Max(al, 0.04 * LHD, 3 ft [0.9 m]) =
3.000 ft
h/B
= Ratio of mean roof height to least hor dim: h / B =
1.000
0.2*h
= Parameter used to define Zone 3 =
4.000 ft
0.6*h
= Parameter used to define Zones 1 and 2 =
12.000
ft
Wind Pressures for C&C Ch 30 Pt 1 (End 2)
Page 6 of 14
CALC ENGINEERING
2000 NW 891h PL, Unit 102
Doral, FL 33172
Ph: 305-898-9995
www.calceng.com
All wind pressures include a load factor of 0.6
Description
Zone Width Span Area 1/3 Ref GCp GCp
p
p
Rule Fig Max Min
Max
Min
ft
-----------
ft ft sq ft
---- ----- ----- ----- ----------- ----- ------
psf
-----
psf
-------
Zone 1
1 1.000 1.000 1.00 No 30.3-2A 0.300 -1.700
17.31
-67.79
Zone 1'
1' 1.000 1.000 1.00 No 30.3-2A 0.300 -0.900
17.31
-38.95
Zone 2
2 1.000 1.000 1.00 No 30.3-2A 0.300 -2.300
17.31
-89.43
Zone 3
3 1.000 1.000 1.00 No 30.3-2A 0.300 -3.200
17.31
-121.89
Zone 4
4 1.000 1.000 1.00 No 30.3-1 0.900 -0.990
38.95
-42.19
Zone 5
5 1.000 1.000 1.00 No 30.3-1 0.900 -1.260
38.95
-51.93
Area
= Span Length x Effective Width
1/3 Rule
= Effective width need not be less than 1/3 of the span lengt:i
GCp
= External Pressure Coefficients taken from Figures 30.3-1
through
30.3-7
p
= Wind Pressure: qh*(GCp - GCpi) [Eqn 30.3-1]*
* Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460
k'P'aj tincludes
LF)
Since Roof Slope <= 10 Deg, the GCp value is reduced by 10%
Components and Cladding (C&C) Overhang Calculations per Section 30.9:
;nnd 2)
h =
Mean Roof Height above grade
=
1.000 ft
Kh =
Z < 15 ft [4.572 m]--> (2.01 * (15/zg)^(2/Alpha) {Table 26
10-11=
0.849
Kzt =
Topographic Factor is 1 since no Topographic feature speci'rl?a
=
1.000
Kd =
Wind Directionality Factor per Table 26.6-1
=
0.q5
GCPi =
Ref Table 26.13-1 for Enclosed Building
=
+/-0.18
LF =
Load Factor based upon ASD Design
=
0.60
qh =
(0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF
=
33.94
psf
Wind Pressures for C&C per Section 30.9 & Figure 30.3-2 (End 2)
All wind pressures include a load factor of 0.6
Description Zone Width Span Area 1/3 Ref GCpi GCp GCp p p
Length Rule Fig +/- Max Min Max Min
ft ft ft sq ft psf psf
----------- ----- ----- ------ ----- ----------- ---- ----- ------ ---- -------
Zone l OH 1_OH 1.000 1.000 1.00 No 30.3-2A 0.00 0.000 -1.700 9.60 -57.70
Zone l'_OH 1' OH 1.000 1.000 1.00 No 30.3-2A 0.00 0.000 -1.700 9.60 -57.70
Zone 2_OH 2_OH 1.000 1.000 1.00 No 30.3-2A 0.00 0.000 -2.300 9.60 -78.07
Zone 3 OH 3 OH 1.000 1.000 1.00 No 30.3-2A 0.00 0.000 -3.200 9.60-108.61
# OH = Zone # on Overhang with Zero Internal Pressure (GCPi = 0)
Area = Span Length x Effective Width
1/3 Rule = Effective width need not be less than 1/3 of the span length
p = Wind Pressure: qh*(GCp - GCpi)*LF [Eqn 30.3-1]*
* Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] {Includes
LF)
Values of GCp for overhangs include contributions from both upper and lower
surfaces.
Page 7 of 14
CALC ENGINEERING
2000 NW 89th PL, Unit 102
Doral, FL 33172
Ph: 305-898-9995
www.calceng.com
Typical 1x6 Plank
Span=
Loads
Uplift=
Gravity=
3. WOOD PLANK DESIGN
1'-4"
38.95*5.5/12 = 17.85 lb/If
70*5.5/12 = 32.1 lb/If
M max= 7.1 lb-ft
Fb= 500 psi
Fb_computed= 165.8 psi < 500 psi Bending OK
R= 17.85*1.33 = 23.7 lb
Attach with clips to joist (or use (2) 16d ring shank nails @ each joist).
Page 8 of 14
CALC ENGINEERING
2000 NW 891h PL, Unit 102
Doral, FL 33172
Ph: 305-898-9995
www.calceng.com
4. WOOD JOIST DESIGN
Typical Spacing= 1'-4"
Span= 6'-2"
Loads
Uplift= 38.95*1.33 = 51.9 lb/If
Gravity= 70*1.33 = 93.3 lb/If
Reactions
R Uplift= 160.1 lb
R Gravity= 287.7 lb
Use (1) Hanger USP LUS26 hanger w/(4) 10d@Header and (2) 10d@ Joist FL An'
nr'0 l 10531 115`.
Allowable Uplift = 1165#, Allowable Gravity = 865 #.
Joist Design
From calculations below, use 2x6.
Page 9 of 14
CALC ENGINEERING
2000 NW 891' PL, Unit 102
Doral, FL 33172
Ph: 305-898-9995
www.calceng.com
Timber Joist
Description
Rafter
Timber Member Information
Code Ref: 2018 NDS, 2021 IBC, 2018 NFPA. Base allowable are user defined
Timber Section
2x6
Beam Width
1.50 in
Beam Depth
5.5 in
Timber Grade
Fb-Basic Allow
1000 psi
Fv-Basic Allow
175.0 psi
Elastic Modulus
1,400.0 ksi
Load Duration Factor
1.000
Member Type
Sawn
Repetitive Status
Repetitive
Center Span Data
Span
6.167 ft
Dead Load
_
13.33 Ib/ft ,
Live Load
80.00 Ib/ft `
Results
Ratio=0.7
5.323 in-k
Mmax @ Center
@X=
3.083ft �
Fb: Actual
703.9 psi
Fb: Allowable
_
1000 psi `
Bending OK
Fv: Actual
52.3 psi
Fv: Allowable
175.0 psi
Shear OK
Reactions
Max @ Left End
287.7 Ib
Max @Right End
287.7 Ib
Deflections
Ratio OK
Center Total Deflection
-0.104 in
Location
3.083 ft
L/Deflection Ratio
709.5
Page 10 of 14
CALC ENGINEERING
2000 NW 89"' PL, Unit 102
Doral, FL 33172
Ph: 305-898-9995
www.calceng.com
S. BEAM DESIGN
Tributary Width= U-6"
Span= 4'-3"
Loads
Uplift= 38.95*6.5=253.2 lb/If
Gravity= 70*6.5=455 lb/If
Reactions
R Uplift= 538.0 lb
R Gravity= 966.9 lb
Connect to Wood Column w/(2) 5/8" Thru Bolt in Double Shear.
Vall= 1130X2 = 2260 lb OK (Refer to the table below)
From attached calculations use DBL 2x6 beams.
Page 11 of 14
CALC ENGINEERING
2000 NW 891h PL, Unit 102
Doral, FL 33172
Ph: 305-898-9995
www.calceng.com
Timber Beam
Description
Wood Beam
Timber Member Information
Code Ref: 2018 NDs, 2021 IBC, 2018 NFPA. Base allowable are user defined
Timber Section
DBL 2x6
Beam Width
3.0 in
Beam Depth
5.5 in
Fb-Basic Allow
1000 psi
Fv-Basic Allow
175.0 psi
Elastic Modulus
1,400.0 ksi
Load Duration Factor
1.000
Member Type
Sawn
Repetitive Status
Repetitive
Center Span Data
Span
4.25 ft
Dead Load
65 lb/ft
Live Load
390.0 Ib/ft
Results
Ratio=0.82
Mmax @ Center
12.33 in-k
2.125ft -----
@X=
Fb: Actual
_
815 psi
Fb: Allowable
1000 psi
Bending OK
Fv: Actual
87.9 psi
Fv: Allowable
175.0 psi
Shear OK
Reactions
Max @ Left End
966.9 lb
Max @Right End
966.9 lb
Deflections
Ratio OK
Center Total Deflection
-0.057 in
Location
2.125 ft
L/Deflection Ratio
889.2
Page 12 of 14
CALC ENGINEERING
2000 NW 891h PL, Unit 102
Cloral, FL 33172
Ph: 305-898-9995
www.calceng.com
Table 12F BOLTS.- Reforenee Lateral Design Values, Z, for Double $hear
(three member) Connections'-2
for sawn lumber or SCL with all members of identical specific gravity
Ttii*nes&
G-G,55
X_ 2
.02
G-0-67
Red Oak
Mixed Maple
rn
SouthePt
0-0-50
Douglas fir -Larch
0-0.49
Douglae Fit-Lamh(N
Douglas Fk(Sj
Hsm�flr(N)
—
Z" �
Z. 24 ZaL
4 14 ZaL
4 X.L ZIL
It.
k
0
4 Z.L Z.4
ia.
In,
in.
Ms. lba, lbs'.
M& Wit- Ih&
III& lbs., lbs.
fb&. lbs. lbs.
Ms. lbs- lb&
V2
1410 9w 730
1150 WO SW
IVA 730 470
1030 M 460
970 680 72-0
-
WW 1310 810
1440 1130 610
1310 1040 530
1290 1030 SM
1210 940 470
1-112
1-112
S(4
2110 19W 890
1730 1330 mo
ISW 1170 SW
1550 1130 560
1450 1040 620
A,.,
1640 1030 850
13W 850 640
12W 770 550
1200 750 SW
1130 710 490
518
MW 13-M 9401
IW IIN 7101
1010 6101
150
* 11060 600
1410 IODO SW
I-W4
24W 1810 1040
2IWO TTO
=
:&W
840 1370 6W
law 1310 660
IOW 1210 EW
V2
15" 960
SM
2150 1310
2-1/2
1412
3(4
28% 1770
1530 9w
F_
—ILL
W8
21W 1310
1412
w
2890 17M
k k,
1WIW5M
161O
3-112
l-j
34
3W0 1810
I= 1100 910 Inv 730
1870 1130 I= 1760 1040
2550 1330 11101 2,400 11170
14M &%
IV" 11w
M70 I&%
11760 IWO
24M 1170
ISW _"O
IWO 1070
2510 11370
W w
1210
TZD 760
1w 700
1740
low Sw
1660 940 780
23W
1130 940
2'[6' 1&6 NO
21X
1210i.
720 850
1 810
1740
1030 1170
103.1 low
2380
1130 1310
All
3�W, 14?46 1210
01*1
#ft w
1310
750 920
1,1,50 171 870
1040
1050 120D
1760 10043 1090'
ZW
1310 1310
21470 ILIO 1210 C
Page 13 of 14
CALC ENGINEERING
2000 NW 89th PL, Unit 102
Doral, FL 33172
Ph: 305-898-9995
www.calceng.com
6. FOUNDATION DESIGN
Uplift on Critical Post
Uplift= 537.99X2X1.6 = 1721.6 lb (ULT)
D= 0.9*966.9 = 870.2 lb
Net uplift= 1721.6 — 870.2 = 851.4 lb
Footing= 851.4/(150*1.5) = 3.78 ftZ
Use F-24
Soil Bearing
Allowable soil bearing= 2000 psf
RG= 1933.75 lb
Min. Footing Area= 1933.75/2000 = 0.967 ftZ (F-24 is OK > F-12)
Page 14 of 14
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CONTRACTORS
1. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF EXISTING AND/OR ADJACENT
STRUCTURES DURING CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE
FIELD. SHOULD A DISCREPANCY BE FOND BETWEEN PLANS AND ACTUAL SITE CONDITIONS
HE/SE MUST STOP WORK IMMEDIATELY AND NOTIFY OUR OFFICE.
2 CONTRACTOR SHALL WORT( THE STRUCTURAL FLANS IN CONJUNCTION WTH THE
ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS
1 EXISTING STRUCTURE: CONTRACTOR SHALL RENEW THE ORiGNAL CONSTRUCTION DRAWINGS
OF THE OUSTING BUILDING PRIOR TO BIDDING AND DURING CONSTRUCTION TO VERIFY THE
EXISTING MEMBERS AFFECTED BY THE NEW CONSTRUCTION.
4. THE USE OF SCALE TO OBTAIN DIMENSIONS NOT SH09R1 ON THESE PLANS IS STRICTLY
FORBIDDEN. THE ENGINEER WILL NO BE RESPONSIBLE FOR ERRORS RESULING FROM SUCH
ACTION.
5. N CASE OF DISCREPANCIES BETWEEN THE ARCHITECTURAL AND STRUCTURAL PUNS, THE
ARCHITECTURAL PLANS SHALL CAVERN UNLESS STRENGTH IS AFFECTED.
L ALL SPECIFIED MATERIALS AND CONNECTORS CAN BE SUBSTITUTED NTH EQUAL OR BETTER,
NTH THE APPROVAL OF ENGINEER OF RECORD.
WOOD
1. ALL WOOD TO BE SQUIRM YELLOW PINE He. 2.
2. WOOD IN CONTACT WITH CONCRETE OR MASONRY, AND AT DIM LOCATNNs AS SHOWN ON
STRUCTURAL DRAWINGS, SHALL BE PROTECTED WITH 30 I FELT OR PRESSUtE TREATED IN
ACCORDANCE WIN NTC-109. MEMBER SIZE SHOWN ARE NOMINAL UNLESS N31ED OTHERWISE
I ALL METAL CONNECTORS USED IN LOCATIONS EXPOSED TO WEATHER SAP_, BE NOT DIP
GALVANIZED. IN ADDITION, THEY SHALL BE COATED WTH ONE SHOP COAT OF DORY RUST
INHIBITING PAINT, MIN. 3 MIL DRY FILM THICKNESS.
4. NAILS SHALL PENETRATE THE SECOND MEMBER A DISTANCE EQUAL TO TP! THICKNESS OF
THE MEMBER BEING NAILED THERE TO
S. THERE SHALL BE NOT LESS MAN 2 NAILS IN ANY CONNECTOR.
6. INSPECTIONS SHALL COMPLY WITH THE LOCAL BUILDING CODE REQUIREMENTS FOR
INSPECTIONS (BY THE MUNICIPALITY, ARCHITECT OR ENGINEER) OF S'ECInE0 CooPDIENTS OF
THE ROOF STRUCTURE REQUIRING INSPECTIONS
7. ALL WOW TO WOOD CONNECTIONS SHALL BE THE RESPONSIBILITY O THE SPECIALTY
ENGINEER BUT AT A MIN. ALL CONNECTIONS SHALL RE CAPABLE OF WTHSTA87NG A UPLIFT
LOAD O 800 LB.
8. MEMBERS MOISTURE CONTENT SHALL BE 192 OR LESS.
APPLICABLE CODES
1. FLORIDA BUILDING COOS 2020
2. ASC.E7-16 FOR NO ANALYSS AND DESIGN
I Nos 2018
DESIGN CRITERIA AND LOADS
1. WINO:
BASIC UND VELOCITY. 180 MPH (LILT)
OCCUPANCY CATEGORY: 9
EXPOSURE D
Kd 0.85
KZ 0.85
Ow a-0.18 (ENCLOSED STRUCTURES)
Wind Load: 38.95 PS'
2. GRAVITY DESIGN LOADS:
SUPERIMPOSED DEAD LOAD: 10 PSF
LIVE LOADS: 60 PSF
FOUNDATIONS
1. SOIL STATEMENT: VISUAL INSPECTION OF THE STE SHOWS A SOIL OF LIMESTONE WITH SANDY
POCKETS AND NTH USER OF TOPSOIL THE LRIESTONE WAS A SAFE BEARING CAPACITY IN EXCESS
OF 2000PSF. AT THE TIME OF CONSTRUCTION, A LICENSED ENGINEER SMALL SUBMIT TO THE BUKLDIN
OFRCIAL A LETTER ATTESTING THAT THE STE HAS BEEN OBSERVED AND THE FOUNDATION
Cole DONS ARE SIMILAR TO THOSE UPON WICH HE DESIGN IS BASED,
2. SHOULD ORGANIC SILT, CLAY POCKETS OR OTHER UNSUITABLE BEARING CONDITIONS BE
ENCOUNTERED DURING EXCAVATIONS, NOTIFY THE ENGINEER BEFORE CONTINUING NTH CONSTRUCTION
3. TOP OF FOOTINGS SHALL BE AT W-0' AT ALL POINTS U.N.O.
4. CONTRACTOR SHALL PROVIDE SURFACE DRAINAGE AND PLUMPS TO PROTECT EXCAVATIONS FROM
FLOODING AFTER APPROVAL
CONCRETE AND REINFORCING
1. SUBMIT CONCRETE MIX DESIGN TO ENGINEER FOR RENEW PRIOR TO POURING.
2. ALL NORMAL -'HEIGHT CONCRETE MUST BE MUD IN ACCORDANCE WITH AC 301 TO ACHIEVE A
MINUMUM 28-DAY COMPRESSIVE STRENGTH OF 3000PS. WATER/CEMENT RATIO MUST DE 0.40 MAX.
BY WEIGHT UON ON PLANS AND 0.15 MAX WATER-SOLUBLE CHLORIDE ION CONTENT IN CONCRETE
(PERCENT BY MIGHT OF CEMENT) IN ACCORDANCE TO TABLE 4.3.1 OF AC 318-19.
I. RUMP SHALL BE 4- (*1).
4. CONTRACT AN INDEPENDENT TESTING LABORATORY TO PERFORM THE CONCRETE CYLINDER
SAMPLING AND TESTING AS REQUIRED FLORIDA BUILDING CODE, 2017. SUBMIT TEST REPORTS TO
ENGINEER.
5. AGGREGATES TO BE LEAN VERTICAL DROP NOT TO EXCEED
6. NO ADDITIONAL WATER SH T IE TE MIX AT THE JOBSTE MESS
PREVIOUSLY APPROVED.
7. PROVIDE ALL FORMING
REINFORCING STEEL:
1. STANDARD: ASTM A-615, 60, TU PA185 FORM FABRIC.
I2. REINFORCEMENT PLACEMENT TOLERANCES MUST COMPLY NTH SECTION 2.2 OF AC 117.
3. SMALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE.
4. CONTRACTOR TO PROVIDE CHARS BOLSTERS, SPACERS ETC. IN ORDER TO CORRECTLY ASSEMBLE,
PLACE AND SUPPORT ALL REINFORCING IN PUCE.
5. ALL REINFORCING SHALL CONFORM TO THE 'MARUAL O STANDARD PRACTICE FOR DETARING
REINFORCED CONCRETE STRUCTURES' (AC-315)
6. CONCRETE COVER FOR REINFORCEMENT:
-.FOOTINGS 3' CLEAR ALL AROUND
" l"' Tr EKED
I N I DATE I DESCRIPTION I
41,
CALC EN SEEHING
w.Cai'
2000 NV 87TH PPL, UNIT I.
DORAL Ft. J.Ylt,
Phone. (30A01, pp0�98J-9995 (.4w ,
CA
GCERTINEERIFTC�Y It3S@NESS
3256ti
AEW WOOD DECK
133 NVV 10,; SS
MIAMI, FL, 33150
MILAGROS CABA
NEW STRUCTURE
PROPOSED STRUCTURAL PLAN
0
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APRIL-2022
11
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PAVEMENT
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BLOCK f 7 <I.
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RES. # 133 l
IB N$7%246"E 7500'
ASPHALT
PAVFhAeNT
CONTRACTORS
1. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF EXISTING AND/OR ADJACENT
STRUCTURES DURING CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE
FIELD. SHOULD A DISCREPANCY BE FOUND BETWEEN PLANS AND ACTUAL SITE CONDITIONS
HE/SHE MUST STOP WORK IMMEDIATELY AND NOTIFY OUR OFFICE.
2. CONTRACTOR SHALL WORK THE STRUCTURAL PLANS IN CONJUNCTION WITH THE
ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS.
3. EXISTING STRUCTURE: CONTRACTOR SHALL REVIEW THE ORIGINAL CONSTRUCTION DRAWINGS
OF THE EXISTING BUILDING PRIOR TO BIDDING AND DURING CONSTRUCTION TO VERIFY THE
EXISTING MEMBERS AFFECTED BY THE NEW CONSTRUCTION.
4. THE USE OF SCALE TO OBTAIN DIMENSIONS NOT SHOWN ON THESE PLANS IS STRICTLY
FORBIDDEN. THE ENGINEER WILL NO BE RESPONSIBLE FOR ERRORS RESULTING FROM SUCH
ACTION.
5. IN CASE OF DISCREPANCIES BETWEEN THE ARCHITECTURAL AND STRUCTURAL PLANS, THE
ARCHITECTURAL PLANS SHALL GOVERN UNLESS STRENGTH IS AFFECTED.
6. ALL SPECIFIED MATERIALS AND CONNECTORS CAN BE SUBSTITUTED WITH EQUAL OR BETTER,
WITH THE APPROVAL OF ENGINEER OF RECORD.
--L...- - - -
FIR 14
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a9
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Iy,�I
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SCOPE OF WORK
NEW WOOD DECK
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BLOCK Y27
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I
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4
196 40'
1. ALL WOOD TO BE SOUTHERN YELLOW PINE No. 2.
2. WOOD IN CONTACT WITH CONCRETE OR MASONRY, AND AT OTHER LOCATIONS AS SHOWN ON
STRUCTURAL DRAWINGS, SHALL BE PROTECTED WITH 30 # FELT OR PRESSU 2E TREATED IN
ACCORDANCE WITH AITC-109. MEMBER SIZE SHOWN ARE NOMINAL UNLESS NOTED OTHERWISE.
3. ALL METAL CONNECTORS USED IN LOCATIONS EXPOSED TO WEATHER SH. BE HOT DIP
GALVANIZED. IN ADDITION, THEY SHALL BE COATED WITH ONE SHOP COAT OF EPDXY RUST
INHIBITING PAINT, MIN. 3 MIL DRY FILM THICKNESS.
4. NAILS SHALL PENETRATE THE SECOND MEMBER A DISTANCE EQUAL TO TH!. THICKNESS OF
THE MEMBER BEING NAILED THERE TO.
5. THERE SHALL BE NOT LESS THAN 2 NAILS IN ANY CONNECTION.
6. INSPECTIONS: SHALL COMPLY WITH THE LOCAL BUILDING CODE REQUIREMENTS FOR
INSPECTIONS (BY THE MUNICIPALITY, ARCHITECT OR ENGINEER) OF SPECIFIED COMPONENTS OF
THE ROOF STRUCTURE REQUIRING INSPECTIONS.
7. ALL WOOD TO WOOD CONNECTIONS SHALL BE THE RESPONSIBILITY OF THE SPECIALTY
ENGINEER BUT AT A MIN. ALL CONNECTIONS SHALL BE CAPABLE OF WITHSTANDING A UPLIFT
LOAD OF 800 LB.
8. MEMBERS MOISTURE CONTENT SHALL BE 19% OR LESS.
aF,cl
BY. �a'�
APPLICABLE CODES
1. FLORIDA BUILDING CODE 2020
2. A.S.C.E.7-16 FOR WIND ANALYSIS AND DESIGN
3. NDS 2018
DESIGN CRITERIA AND LOADS
1. WIND:
BASIC WIND VELOCITY:
180 MPH (ULT)
OCCUPANCY CATEGORY:
II
EXPOSURE
D
Kd
0.85
Kz
0.85
GCPi
+-0.18 (ENCLOSED STRUCTURES)
Wind Load:
38.95 PSF
2. GRAVITY DESIGN LOADS:
SUPERIMPOSED DEAD LOAD:
10 PSF
LIVE LOADS:
60 PSF
FOUNDATIONS
1. SOIL STATEMENT: VISUAL INSPECTION OF THE SITE SHOWS A SOIL OF LIMESTONE WITH SANDY
POCKETS AND WITH LAYER OF TOPSOIL. THE LIMESTONE HAS A SAFE BEARING CAPACITY IN EXCESS
OF 2000PSF. AT THE TIME OF CONSTRUCTION, A LICENSED ENGINEER SHALL SUBMIT TO THE BUILDING,
OFFICIAL A LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND THE FOUNDATION
CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS BASED.
2. SHOULD ORGANIC SILT, CLAY POCKETS OR OTHER UNSUITABLE BEARING CONDITIONS BE
ENCOUNTERED DURING EXCAVATIONS, NOTIFY THE ENGINEER BEFORE CONTINUING WITH CONSTRUCTION
3. TOP OF FOOTINGS SHALL BE AT 0'-0" AT ALL POINTS U.N.O.
4. CONTRACTOR SHALL PROVIDE SURFACE DRAINAGE AND PUMPS TO PROTECT EXCAVATIONS FROM
FLOODING AFTER APPROVAL.
CONCRETE AND REINFORCING
1. SUBMIT CONCRETE MIX DESIGN TO ENGINEER FOR REVIEW PRIOR TO POURING.
2. ALL NORMAL -WEIGHT CONCRETE MUST BE MIXED IN ACCORDANCE WITH ACI 301 TO ACHIEVE A
MINUMUM 28-DAY COMPRESSIVE STRENGTH OF 3000PSI. WATER/CEMENT RATIO MUST BE 0.40 MAX.
BY WEIGHT UON ON PLANS AND 0.15 MAX. WATER-SOLUBLE CHLORIDE ION CONTENT IN CONCRETE
(PERCENT BY WEIGHT OF CEMENT) IN ACCORDANCE TO TABLE 4.3.1 OF ACI 318-19.
3. SLUMP SHALL BE 4" (f1).
4. CONTRACT AN INDEPENDENT TESTING LABORATORY TO PERFORM THE CONCRETE CYLINDER
SAMPLING AND TESTING AS REQUIRED FLORIDA BUILDING CODE, 2017. SUBMIT TEST REPORTS TO
ENGINEER.
5. AGGREGATES TO BE CLEAN SI 1". VERTICAL DROP NOT TO EXCEED
B'-0".
6. NO ADDITIONAL WATER SHAIUDI T • E CO ETE MIX AT THE JOBSITE UNLESS
PREVIOUSLY APPROVED.
7. PROVIDE ALL FORMING N&&APQ2A&I6SHO
REINFORCING STEEL: U" p y
1. STANDARD: ASTM A-615, GRADE 60, ASTM A185 FOR WELDED WIRE FABRIC.
2. REINFORCEMENT PLACEMENT TOLERANCES MUST COMPLY WITH SECTION 2.2 OF ACI 117.
3. SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE.
4. CONTRACTOR TO PROVIDE CHAIRS BOLSTERS, SPACERS ETC. IN ORDER TO CORRECTLY ASSEMBLE,
PLACE AND SUPPORT ALL REINFORCING IN PLACE.
5. ALL REINFORCING SHALL CONFORM TO THE "MANUAL OF STANDARD PRACTICE FOR DETAILING
REINFORCED CONCRETE STRUCTURES" (ACI-315)
6. CONCRETE COVER FOR REINFORCEMENT:
- FOOTINGS 3" CLEAR ALL AROUND
L REVISIONS II
# I DATE 1 DESCRIPTION
e000
0 0
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CALC ENCiINEEh'Nb 0 0
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DURAL FL .T3172 e c
Phone, <30r> 9'8-9995
ENGINEERING BUSINESS F�lc^?2YiM�
CA CERTIE lC41 ILIN, 3256b
PROJECT:
CLIENT:
AM WOOD DECK
133NW10:,S7
MIAMI, FL, 33150
MILAGROS CABA
NEW STRUCTURE
TITLE:
PROPOSED STRUCTURAL PLAN
0
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CD DATE. JOB NO: SHEETS
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F
REINFORCEMENT
REMARKS
A
B
a
o a_
L.
o
3
z
-i
a
o
F-24
A
24"
24"
18"
3 #5
3 #5
F-21
A
21
21
18"
3 #5
3 #5
FOOTING TYPES
B
TYPE -A
BLOCKING ® MIDSPAN
BEAM SISTERING.,UETAIL
L_
APPROVED DATE�JZQ
STRAP/HANGER SCHEDULE
LABEL
TYPE
NOA No./
FL APPROVAL
ALLOWABLE
LOAD
NAILING
A
USP LUS-26
10531—R5
G=865#
(4) 10d ® JJOISIT
B
USP SUR/L-26
10531-R5
U=675#
(6) 16d ® BEAM
G=865#
(6) 10d 14 @JOIST
C
USP LUS-24
10531-R5
U=435#
(4) 10d ® HEADER
G=670#
(2) 10d ® JOIST
0
o
N
U
PCI
12"� 12"'I 12 12� o
a' w
LEDGER "A"
(2) 2X6 P.T. WOOD LEDGER W/ 5/8" 0 HILTI
HUS-EZ SCREW ANCHORS (4" EMB.) ® 12" Z
O/C (STAGGERED)
rn
w
gl�,Sin�
REVISIONS II
# I DATE I DESCRIPTION
CALC ENGINEEPING
www.cnlcehy,Laq
2000 NW 89TH PL, UNIT 102
DURAL FL- 33172
Phone, (305) C93-9995
ENGINEERING BUSINESS
CA CERTIFICITIUPII 3256� 9 1N�3
PROJECT:
VIEW WOOD DECK
133 NW 103 ST
MIAM', FL, 33150
CLIENT:
MILAGROS CABA
NEW STRUCTURE
TITLE:
PROPOSED STRUCTURAL PLAN
DATE. JOB NO: [1"EETp
APRIL-2022 A2205t S 2
SCALE: CHECKED BY:
AS SHOWN M.H.
CAD BY: APPROVED BY:
M.H.
44 P.T. WOOD
COLUMN (TYP.)
1X6 P.T. WOOD PLANKS ATTACHED TO
JOIST WITH CLIPS OR (2) 16d RING
SHANK NAILS AT EACH JOIST (Ya" GAP
BETWEEN PLANKS) (TYP.)
BEAM SISTERING AT
MIDSPAN
U=160.1 lb
G=287.7 lb
PROVIDE HANGER "A" (TYP.)
2X6 PT WOOD BEAM
ATTACHED TO COLUMN
USING (2) J" THRUBOLTS
ATTACH JOIST TO BEAM USING
HANGER TYPE "B"
iZ
a D DECK FLOOR PLAN
2X6 P.T. BLOCKING @ MIDSPAN 2x6 PT WOOD
W/(2) 16d NAILS EA END (TYP.) JOISTS ® 16" O/C
NEW CONC. FOOTING
(REFER TO PLAN AND
SCHEDULE)
SECTION A/S-3
2X6 PT WOOD BEAM
ATTACHED TO COLUMN
USING (2) J" THRUBOLTS
w�
/ 2x4 PT -WOOD
2x6 PT WOOD JOISTS ON THE SLAB
JOISTS ® 16" 0/C @ 16" O/C
?n'_n"
DBL 2X6 PT WOOD BEAM
ATTACHED TO COLUMN
USING (2) J" THRUBOLTS
LEDGER TYPE "A"
(SEE DETAIL)
in
U=379.7 lb
PROVIDE HANGER "C" (TYP.) FOR EACH
2X4 PT WOOD BEAM
DBL 2X4 PT WOOD BEAM
ATTACHED TO COLUMN
2x4 PT WOOD 20 PT WOOD
JOISTS ON THE SLAB WOOD BLOCKING
4X4 P.T. WOOD @ 16" O/C
COLUMN -
LEDGER TYPE "A"
(SEE DETAIL)
2X4 PT WOOD BEAM
ATTACHED TO COLUMN
USING (2) J" THRUBOLTS
PROVIDE (1) BASE PLATE USP
ABU44 W/ (1) %"0 SS HILTI KB3
(3" MIN. EMB.) INTO FOOTING AND
(12)16d GALV. NAILS INTO POST.
(FL10860). ALLOWABLE
BEARING=7570#, ALLOWABLE
UPLIFT=1900# (TYP.)
SLAB 4 INCHES
NUMBER OF FLOOR: 1
HEIGHT OF DECK: S 1/4"
FROM GROUND
REVISIONS
#
DATE
DESCRIPTION
o:
00 6 O
CALL ENGINEEPING
www:calcencoly,.
2000 NW 89TH PL, UNIT 102
DORAL FL 33172� D
Phones (30C) ES3-9995 iAi(i II
ENGINEERINF,, BUSINESS c_ .,, 9j H o p r
CA CERTIFICPTIOP', 32566 II
PROJECT.
NEW W,,OOD DFCK
0 133 NW 103 ST
MIA M:, FL, 33150
-
C T:
MILAGROS CABA
NEW STRUCTURE
TITLE:
PROPOSED STRUCTURAL PLAN
DATE:
APRIL-2022
JOBNO:
A22051
SHEET#
S-3
SCALE:
AS SHOWN
CHECKED BY:
M.H.
CAD 8Y:
M.H.
APPROVED BY:
MAP OF BOUNDARY SURVEY
I �I
FIR 1/2"
w+ 0 9ZASPHALT 15'ALLEY 00 o NO ID
o PAVEMENT �''-'
FIP 1/2" - H ..-...-.. -
I
NORTH - -
(50)
1. 4 N p SCALE: 1"=20' CD0. ' 7 •
1' I
N WEST ONE-HALF
OF LOT 21
DM
BLOCK 127
I
9 0, 9.9 i I METAL SHED
/ON coNc.
REMAINDER I
OF LOT 21
LOT 20 I
BLOCK 127 0 1-. /
BLOCK 127 I
2 8.0'
a/
I
I
I /
(n
N
C:)I
fV
O
N
IN)/
26 V r
o O I /
LOT 22
4P
20.1' r~-
C,
I BLOCK 127
LOT 19
BLOCK 127 x
_ _
o m I C
/
ITT
Ill
ti - 4.5' 16.05'
.�
'i
2.0' 1 9'
IV
fV
I
�
4.1'
c
c0
17.82'
ONE STORY CBS
0.76'
RES. # 133 A
I
ti=
WING WALL
O
29.6' 4.1' 16.21'
I
m
N PL pL N
0.7' In [ - 0.9 4.8' -
Z
0.31'
17 6812 2' 11.5' w '6 -14 6.3'
I
C
2.1 8.1 . S.3'
4.2' I
m
N
A DNv
I
I 180.40'
o
I FIR 1/2" ON LINE
(R) & (Mi
ON°-
FIR 112" .-. (50) - __ NO I
609
NO ID e.a' n 6' 9.8
-
-
FIR 1/2"
- - - - - - 5 SW
I.-
�-
BOB: N87W)2 46 E- 75:00
5' SWK
NO ID
BLOCK
CORNER
74
v
CA
o
0
0
ASPHALT
PAVEMENT
-
NW 103rd STREET
RM
LEGEND
ABBREVIATIONS:
A = ARC DISTANCE
A/C = AIR CONDITIONER PAD
BCR=BROWARD COUNTY RECORDS
BLDG= BUILDING
BM = BENCH MARK
BOB = BASIS OF BEARINGS
CBS = CONCRETE BLOCK & STUCCO
(C) = CALCULATED
CB = CATCH BASIN
CHB = CHORD BEARING
C&G = CURB & GUTTER
CLF = CHAIN LINK FENCE
COL =COLUMN
CONC = CONCRETE
DE = DRAINAGE EASEMENT
DME = DRAINAGE & MAINTENANCE EASEMENT
D/W = DRIVE -WAY
EB = ELECTRIC BOX
ENC.=ENCROACHMENT
EP = EDGE OF PAVEMENT
EW = EDGE OF WATER
FDH = FOUND DRILL HOLE
FF = FINISHED FLOOR ELEVATION
FIP = FOUND IRON PIPE
FIR = FOUND IRON ROD
FN = FOUND NAIL (NO ID)
FND = FOUND NAIL & DISK
FPL = FLORIDA POWER & LIGHT TRANSFORMER PAD
LE = LANDSCAPE EASEMENT
LME = LAKE MAINTENANCE EASEMENT
(M) = MEASURED
MDCR=MIAMI•DADE COUNTY RECORDS
MH =MAN HOLE
ME = MONUMENT LINE
ORB = OFFICIAL RECORDS BOOK
O/S = OFFSET
(P) = PLAT
PB = PLAT BOOK
PC = POINT OF CURVATURE
PCP = PERMANENT CONTROL POINT
PE = POOL EQUIPMENT PAD
PG = PAGE
PI = POINT OF INTERSECTION
PK = PARKER KAELON (SURVEY NAIL)
PL = PLANTER
POB = POINT OF BEGINNING
POC = POINT OF COMMENCEMENT
PRC = POINT OF REVERSE CURVATURE
PRM = PERMANENT REFERENCE MONUMENT
PT = POINT OF TANGENCY
R = RADIUS DISTANCE
(R) = RECORD
R/W = RIGHT OF WAY
RES. = RESIDENCE
SIP = SET IRON PIPE
SND = SET NAIL & DISK (PK)
STL = SURVEY TIE LINE
SWK = SIDEWALK
(TYP)= TYPICAL
UB = UTILITY BOX
UE = UTILITY EASEMENT
W/F = WOOD FENCE
SYMBOLS:
IT) = TELEPHONE RISER 'p = UTILITY POLE
Q = CABLE N RISER O = CONIC. POLE
= WATER METER = CATCH BASIN
=CENTER LINE
C =CENTRAL ANGLE IXI =WATER VALVE
(OD) = ORIGINAL LOT DISTANCE
O =IRON FENCE
- = WOOD FENCE
-„-,�= CHAIN LINK FENCE
= OVERHEAD UTILITY WIRE
= LIMITED ACCESS RIGHT-OF-WAY LINE
= BOUNDARY LINE
SURFACES:
F] E71 F� El
ASPHALT CONCRETE PAVERS BUILDING
E] El E
TILES WOOD COVER
CERTIFICATE OF AUTHORIZATION M LB-7104
Suarez surveying 8� mapping, inc.
13350 SW 131st Street, Suite 103, Miami, Florida 33186
Tel: 305.596.1799
www.suarersurveying.com
PLAT IMAGE:
�) O lso i
.. .. { .. � .. { .. { N N . W. 104
19
NOT TO SCALE x I
OD N �^
N
T
N I�
pl EE
�'� ►8 �`� 8 1 22 z3 24,; �7
Q. ,. .. .. ., .. so' S5.4 6<
t�-w _ 1o3RD-
it
t0
9
8
T 6
S
4
3
2
1
N!2
M
PROPERTY ADDRESS:
133 NW 103RD STREET, MIAMI SHORES, FLORIDA 33150
LEGAL DESCRIPTION.
LOT 20 AND THE WEST ONE-HALF OF LOT 21, BLOCK 127, OF AMENDED PLAT OF
SECTION 5 OF MI
AMI SHORES, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN
PLAT BOOK 10. AT PAGE 47, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY,
FLORIDA.
SURVEYORS NOTES:
1. ELEVATIONS WHEN SHOWN REFER TO 1929 NATIONAL GEODETIC, VER I DATUM
(NGVD 1929).
2. NO ATTEMPT WAS MADE TO LOCATE FOOTIN�'S/r OUNDATIONS, OR UNDERGROUND
UTILITIES UNLESS OTHERWISE NOTED. - - -
3. THE LANDS SHOWN HEREON HAVE NOT BFEN,ARSTJZACTED III" R!74RDS TO MATTERS
OF INTEREST BY OTHER PARTIES, SUCH AS _ "ASEM ENTS, - `RIGHTS OF VAv +k ,
RESERVATIONS, ETC. ONLY PLATTED EASEMENT?S. �R CSUOWN. -
4. THIS SURVEY WAS PREPARED FOR AND CERTIFIED TO THE PARTY(IES) INDICATED
HEREON AND IS NOT TRANSFERABLE OR ASSIGN"Afl=c
5. ADDITIONS OR DELETIONS TO SURVEY LAPS ORCREPORTS -,� <Ji'HfR THAN THE
SIGNING PARTY OR PARTIES IS PROHIBITED WIT,iG,LIJCWRITTEN Ci,NSENT OF THE SICN?N:,i.
PARTY OR PARTIES. -
6. IMPROVEMENTS SHOWN HAVE BEEN MEA§dkEO'-T,)� THE NEA,2LSti 1I OF A i GJ',. ( -
TIES SHOWN HAVE BEEN MEASURED TO THE NEEAREST TOOTH OF A F06L '
ELEVATIONS WHEN SHOWN HAVE BEEN MEA�IIRED'" fO NEAREST 100TH` 6r A F09, ' O14'
HARD SURFACES AND NEAREST TENTH OF A, GT FM GROUND OR SOD SURFACES i
T ALL BOUNDARY LIMIT INDICATORS SET ARE STAB EO LB// 7104-
8. THE BOUNDARY LIMITS ESTABLISHED ON, THIS -SUe VEY ARE; RASED ON THE I�FGAII
DESCRIPTION PROVIDED BY CLIENT OR ITS REPRESENTATIVE.
9. FENCE OWNERSHIP NOT DETERMINED.
70. BEARINGS WHEN SHOWN ARE TO AN ASS -LIED (AERDIAN, THE SOUTH LINE OF 81 Q^.V ,
127 HAS BEEN ASSIGNED A BEARING OF N 87'�246" L ,
11. TYPE OF SURVEY: BOUNDARY
CERTIFIED TO:
MILAGROS CABA
SURVEYOR'S CERTIFICATE:
I HEREBY CERTIFY THAT THIS SURVEY IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND
BELIEF AS RECENTLY SURVEYED AND DRAWN UNDER MY DIRECTION AND MEETS THE STANDARDS OF
PRACTICE SET FORTH BY THE FLORIDA STATE BOARD OF SURVEYORS AND MAPPERS IN CHAPTER
5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027 FLORIDA STATUE.
AUTHENTIC COPIES OF THIS ,.••; \BEN"•'`�..q*�., Juan A. Suarez, _ .«
SURVEY SHALL BEAR THE
No.822. - License No. L56220
ORIGINAL SIGNATURE AND `:._ "• u^�'^9:; ���m0a
STATE of : -
_',,
RAISED SEAL OF THE pan or : •� JUAN A. SUAREZY
ATTESTING REGISTERED •••`+;;:,m;` PROFESSIONAL SURVEYOR & MAPPER
SURVEYOR AND MAPPER STATE OF FLORIDA LIC. # 6220
PROJECT:
DATE OF FIELD
SURREY. 0210112022
JOB Jf: 220134400
FILE J�: C-XXXXX
PROJECT NAME:
SURREYS 2022
CAD FILE(M): CABA
PARTY CHIEF. MUNOZ
F B.. x PG. x
SHEET 1 OF I