REV-02-23-423, 1020 NE 92nd St (2)Miami Shores Village
10050 NE 2 Ave
Miami Shores FL 33138
305-795-2204
Location Address
1020 NE 92ND ST, Miami Shores, FL 33138
Contacts
issue Date: 02/23/2023
Parcel Number
1132050130020
Permit NO.: REV-02-23-423
Permit Type: Revision
Work Classification: Plumbing
Permit Status: Approved
Expiration: 08/23/2023
1760 NE LLC Owner
Dolphin Expediting.com
Applicant
1020 NE 92 ST
Mannix Fernandez
Business: 305-878-9326 MANNIX7705@HOTMAIL.COM
14512 SW 147 CT, Miami, FL 33196
Business: 3058789326
mannix@dolphinexpediting.com
AAA PRO PLUMBING LLC Contractor
BOOST CONSTRUCTION
Contractor
GEORGE L CANCIO
CARLOS PEREZ
6619 S DIXIE HWY 173, MIAMI, FL 33143
Business: 3056398972 aaaproplumbing@gmail.com
Mobile: 7862730577
Inspection Description: SHOWER WATERPROOFING DETAIL. NOT ON SUB Valuation: $ 0.00 Inspection Requests:
4949
CONTRACTOR PLUMBER SCOPE.
Total Sq Feet: 0.00
Fees
Amount
Payments
Date Paid Amt Paid
Revision: Minor Change of Plans
$60.00
Total Fees
$69.00
Scanning Fee (Manual)
$9.00
Credit Card
02/23/2023 $69.00
Total:
$69.00
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
permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work.
certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws
zoning. Futhermore, I authorize the above named contractor to do the work stated.
orized Signature: Owner / Applicant / Contractor / Agent
February 23, 2023 Page 2 of 2
Miami Shores Village
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (305) 762-4949
BUILDING
PERMIT APPLICATION
BUILDING ❑ ELECTRIC ❑ ROOFING
M
FBC 20
Master Permit No. ' I L) ( � -Z 3
Sub Permit No. 5-473
REVISION ❑ EXTENSION ❑RENEWAL
PLUMBING ❑ MECHANICAL ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: 010 N � q I ^ _jr�
City: Miami Shores 2 County: Miami Dade Zip:
Folio/Parcel#: I - 7 ���0 I ") ((S?__ Is the Building Historically Designated: Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder): �-% �V Iy (�C� �- Phone#:
Address
I
City: V V \((�fn�t ��U✓�� State: li(J r �(� Zip:
Tenant/Lessee Name:
Email
Phone#:
CONTRACTOR: Company Name: (`BOOS+_ W rA5_� (-VC--T_ O'A Phone#: 2 -7f 3
Address: -7 Ck S k I l _ aVV\ , E (✓ 3 3 ) �
Email: 0 v ,Molt%✓t-- S t r.�S . LU✓t�
Qualifier Name' l 6✓ (61S -Te- Phone#:
State Certification or Registration #: C (-5- G ((�Z- � `_1 Certificate of Competency #:
DESIGNER: Architect/Engineer: 1),e' `tA6 ( Phone#:
Address: City: State: Zip:
Value of Work for this Permit: $� Square/Linear Footage of Work: el I
Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition
Specify color of color thru tile:
Submittal Fee $
Scanning Fee $
Technology Fee $
Structural Reviews $
(Revised04/OS/2022)
Permit Fee $
DCA Fee $
Training/Education Fee $
CCF $
DBPR $
CO/CC $
Notary $
Double Fee $
P&Z Review $ Bond $
TOTAL FEE NOW DUE $ . 00
Bonding Company's Name (if applicable)
Bonding Comgany_.S Address
City 1
State
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 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 aid a reinspection fee will be charged.
Signature Signature
0 rAGENT ( TRACTOR
The foregoing instrument was acknowledged before me this
1 day of �-: 202�- by
Ll � O`er Pe rle 2-who is rsonally k to
me or who has produced
identification and who did take an oath.
NOTARY PUBLIC:
Sign:
Print:yi U 1,2 b
Seal: `"`' Y .` i,,. eAviopJAO
C• '•iYCGi•�.r!SSiirr�FF!)
A.0
APPROVED BY
ll
The foregoing instrument was acknowledged before me this
\ (2 day oof))-� -�vit.41 20Z2D , by
16 5 ir, who is p sonally kn n to
me or who has produced as
identification and who did take an oath.
NOTARY PUBLIC:
Sign:
Print: `)qJV0)- tl, d
Seal: DAVIDPUPO
iY COMMISSION # HH 13680
�; ;i•`,. EXPIRES: June 2, 2025
Sonded Thru Notary Public Underwftm
Plans Examiner
Zoning
(Revised04/OS/2022)
Structural Review
Clerk
%illyCOP.
MIAMI
ENGINEERING
SERVICES
PROPOSED ADDITION
FO R :
1020 NE 92 ST
1020 NE 92TH STREET
MIAMI SHORES, FL 33138
Date: 04/01 /20
STRUCTURAL CALCULATIONS
This cover sheet is provided as per Florida Statue 61 G 15-31 in lieu of
signing and sealing each individual sheet. Calculations have been
prepared by the undersigned engineer assuming responsibility for
manual and computer generated information.
lDA&
20011346 - 7/31120201 L W-54 AM
UZ 1020 NIE 92 S1'p f
STRUCTURAL REVIEW
APPROVED 0. 8-0
10/2012020 10:13. 17 AM
RODRI
tiS . C E.. 4f
R 1
,FIk PRO o 4 iD
�R, GES: 1 6 AG
S T OF q� _
ic
sIONAL E
Project: 1020 NE 92 ST
Project No.: 020-017
Design Parameters
• Florida Building Code (2017)
• Wind (Addition)
o ASCE 7-10
o Wind Velocity 175 MPH
o Risk Category II
o Exposure C
o Kd 1.0
• Concrete Strength at 28 days - 3000 PSI
• Reinforcing - 60,000 PSI
• Structural Steel, ASTM A36 - 36,000 PSI
• Wood - Fb 1,200 PSI (NONE DENSE, SELECT STRUCTURAL)
• Masonry - F'm 1,500 PSI (F'c=1900PS1)
• Design Loads
o Roof Loads
• Live Load 30 PSF
• Dead Load 20 PSF
o Floor Loads
■ Live Load 40 PSF (Interior)
• Dead Load 25 PSF
• System Load 122 PSF (4" CONC. SLAB AND PSI JOIST)
• Presumptive Soil Bearing Capacity - 2000 PSF
ia>i Da& Qa>ody "!pqpWM A=d Fomwmmic Rrnnuaxs - Jab QW
.20011846 - 713 WD2011:02:54 AM
%W 102.0 NE 92 SYpK
1/16
4/8/2020
WIND05 0-13
Detailed Wind Load Design (Directional Procedure) per ASCE 7-10
Analysis by: M.R. Company Name: MIAMI ENGINEERING SERVICES
Description: 1020 NE 92 ST
User Input
Data
Structure Type
Building
Basic Wind Speed (V)
175
mph
Risk Category (I, II, III, or I
II
Exposure (B, C, or D)
C
Struc Nat Frequency (n1)
1
Hz
Slope of Roof
3.0
.12
Slope of Roof (Theta)
14.0
Deg
Type of Roof
Gabled
Kd (Directonality Factor)
1
Eave Height (Eht)
10.00
ft
Ridge Height (RHt)
18.00
ft
Mean Roof Height (Ht)
14.00
ft
Width Perp. To Wind Dir (q
70.00
ft
Width Paral. To Wind Dir (11
36.00
ft
Calculated Parameters
1
Hurricane Prone Region (V>100 mph)
Table 6-2 Values
pha = 9.500
900.000
I
bm =
Calculated Parameters Cc =
Type of Structure I =
Height/Least Horizontal Dim 0.39 Epsilon =
Flexible Structure I No Zmin =
0.105
1.000
0.650
0.200
500.00 ft
0.200
15.00 ft
Gust Factor Category I: Rigid Structures - Simplified Method
Gust1 IFor rigid structures (Nat Freq > 1 Hz) use 0.85 1 0.8511
Gust Factor Category II: Rigid Structures - Complete Analysis
Zm
Zmin
15.00
ft
Izm
Cc * (33/z)10.167
0.2281
Lzm
1*(zm/33)1Epsilon
427.06
ft
Q
(1/(1+0.63*((B+Ht)/Lzm)^0.63))10.5
0.9031
Gust2
0.925* 1+1.7*Izm*3.4*Q / 1+1.7*3.4*Izm
0.8740
Gust Factor Summary
G
ISince this is not a flexible structure the lessor of Gust1 or Gust2 are used
1 0.85
Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi
Condition
Gcpi
Max +
I Max -
Open Buildings
Partially Enclosed Buildings
Enclosed Buildings
0.00
0.55
0.18
0.00
-0.55
-0.18
Enclosed Buildings
0.18
-0.18
iumi Dia& g D— of RegaIy Aj3d Eo®mac X - Jab !LAW
.M11846 - 71311 D 1 L08=54 AM
UZ INN NE 92 SI'p f
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4/8/2020
WIND05 0-13
Detailed Wind Load Design (Directional Procedure) per ASCE 7-10
6.5.12.2.1 Design Wind Pressure - Buildings of All Heights
Elev
Kz
Kzt
qz
Pressure (lb/ft^2
Windward Wall*
Leeward Wall
Total
Shear
Moment
0
Ib/ft"2
+GCpi -GCpi
+GCpi -GCpi
+/-Gcpi
I (Kip)
(Kip-ft)
18
0.88
1.00
69.16
35.05 59.01
-40.26 -16.31
75.31 15.82
23.72
15
0.85
1.00
66.55
33.28 57.24
-40.26 -16.31
73.54 93.03
863.81
Note: 1) Positive forces act toward the face and Negative forces act away from the face.
Figure 6-6 - External Pressure Coefficients, Cp
Loads on Main Wind -Force
64
1
Variable
Formula
Value
Units
Kh
2.01*(15/zg)A(2/Alpha)
0.85
Kht
Topographic factor (Fig 6-4)
1.00
Qh
.00256*(V)^2*Kh*Kht*Kd
66.55
psf
Khcc
Comp & Clad: Table 6-3 Case 1
0.85
Qhcc
.00256*V^2*Khcc*Kht*Kd
66.55
psf
Wall Pressure Coefficients, Cp
Surface C
Windward Wall See Figure 6.5.12.2.1 for Pressures 0.8
Roof Pressure Coefficients, Cp
Roof Areas . ft.)-
Reduction Factor 1.00
llzomi Dade f ogft of R And Roll>t■c Rr - Job Qmn
.2OD11846-ML70201LD=54AM
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4/8/2020
WIND05 0-13
Detailed Wind Load Design (Directional Procedure) per ASCE 7-10
Calculations for Wind Normal to 70 ft Face
Cp
Pressure (psf)
Additional Runs may be req'd for other wind directions
+GCpi
-GCpi
Leeward Walls (Wind Dir Normal to 70 ft wall)
-0.50
-40.26
-16.31
Leeward Walls (Wind Dir Normal to 36 ft wall)
-0.31
-29.58
-5.62
Side Walls
-0.70
-51.58
-27.62
Roof - Wind Normal to Ride Theta>=10 - for Wind Normal to 70 ft face
Windward - Min Cp
-0.65
-48.81
-24.85
Windward - Max Cp
-0.12
-18.54
5.42
Leeward Normal to Ridge
-0.48
-39.26
-15.30
Overhang Top (Windward)
-0.65
-36.83
-36.83
Overhang Top (Leeward)
-0.48
-27.28
-27.28
Overhang Bottom (Applicable on Windward only)
0.80
45.26
45.26
Roof - Wind Parallel to Ride All Theta - for Wind Normal to 36 ft face
Dist from Windward Edge: 0 ft to 28 ft - Max Cp
-0.18
-22.16
1.80
Dist from Windward Edge: 0 ft to 7 ft - Min Cp
-0.90
-62.89
-38.93
Dist from Windward Edge: 7 ft to 14 ft - Min Cp
-0.90
-62.89
-38.93
Dist from Windward Edge: 14 ft to 28 ft - Min Cp
-0.50
-40.26
-16.31
Dist from Windward Edge: > 28 ft
-0.30
-28.95
-4.99
" Horizontal distance from windward edge
tam D ie c agp.y Of xeqkfty Aid Ec®� Rs - Jab 1'qn
.2W11846 - 7A Y202011.N--54 AM
UZ MID ME92Si-p f
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4/8/2020
WIND05 0-13
Detailed Wind Load Design (Directional Procedure) per ASCE 7-10
Figure 6-11 - External Pressure Coefficients, GCp
Loads on Components and Cladding for Buildings w/ Ht - 60 ft
2
.Y a fa°<Qf 45
a = 3.6 ==> 1 3.60 ft
Double Click on any data ent line to receive a help Screen
Component
width
(ft)
Span
(ft)
Area
(ft-2)
Zone
GCp
Max Min
Wind Press (Ib/ft^2)
Max Min
T-1
2
25
208.33
1 H
0.30 -0.80
19.97 -53.24
11
2
25
208.33
2H
0.30 -2.20
19.97-146.42
OUTLOOKERS
2
3
6.00
1 H
0.50 -0.90
33.28 -59.90
2
3
6.00
2H
0.50 -2.20
33.28-146.42
T-2
2
25
208.33
1
0.30 -0.80
31.95 -65.22
2
25
208.33
2
0.30 -1.20
31.95 -91.84
JOIST
2
7
16.33
1
0.46 -0.88
42.42 -70.46
2
7
16.33
2
0.46 -1.59
42.42-118.03
0.00
0.00
0.00
WALL
1
11
40.33
4
0.89 -0.99
71.41 -78.07
1.
1
11
40.33
5
0.89 -1.19
71.41 -90.92
WINDOW Z-4
2
5
10.00
4
1.00 -1.10
78.53 -85.19
WINDOW Z-5
2
5
10.00
5
1.00 -1.40
78.53-105.15
DOOR ZONE 4
3
7
21.00
4
0.94 -1.04
74.74 -81.40
DOOR ZONE 5
3
7
21.00
5
0.94 -1.29
74.74 -97.58
0.00
ROOF
2
5
10.00
1
0.50 -0.90
27.15 -43.13
2
5
10.00
2
0.50 -1.70
27.15 -75.07
2
5
10.00
3
0.50 -2.60
27.15-111.01
0.00
Note: ' Enter Zone 1 through 5, or 1 H through 3H for overhangs.
NOTE: USE 10 SF FOR COMPUTER WINDOWS AND 21 SF FOR DOORS
immi Dade C, pq of RMp 1zd Eomamic Rmuaw=
Jub Pp"
.
20011346 - 713 W02011:08:54 AM
Ur 1020NE 92 Srp f
Developed by Meca Enterprises, Inc. Copyright 2012MIAMI ENGINEERING SERVICES Page No. 4 of 4
5/16
4/8/2020
TRUSS UPLIFT CALCULATION
0
L1=
WIND L2=�
L1=
R2 L1 R1 L` L2=
OVERHAND DIAGRAM OUT
L1= 3.00 ft
L2= 0.50 ft
Component
PRESURE
W.UPLIFT
GRAVITY
GRAVITY
D.L
0.6D.L+0.6W.L
AVERAGE
(Lbs)
LOAD (psf)
REACT. (Ibs)
(psf)
REACT. (Ibs)
T-1
-99.83
-2495.72
55.00
1375.00
8.00
-1377.43
OUTLOOKER
-103.16
- 421.22 R1
55.00
224.58 R1
8.00
- 233.13 R1
- 300.87 R2
160.42 R2
- 166.52 R2
T-2
-78.53
-1963.30
55.00
1375.00
8.00
-1057.98
JOIST
-94.24
-659.71
55.00
385.00
8.00
-362.22
mm Dade CAgmft. q>!,— — of 11 7 And Eo®®alic X - Job !7AM
.20011846 - 7/3 MD201 L08=54 AM
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UPLIFT CAPACITY OF A SQUARE FOOTING AT TC-3 (USING 45° SOIL EFECT)
0.00
Wind Uplift OR blankto use cell e ow ips
175.00
Roof trib. Area on wall or col [sf] USED
73.00
Wind pressure [Psf]
10.00
Roof Weight (Psf)
14.00
Beam Length [ft]
116.00
Beam Weight [Plf] (8x14)Section
10.00
Column Height [ft]
10.00
Column Weight [Plf] (802)Section
37.80
Net Pressure uplift 0.6 D.L + 0.6 W.L [Psf]
5.58
Uplift at Column [Kips]
5.00 A. plan dimension [ft]
5.00 B. plan dimension [ft]
1.5 D. thickness [ft]
1.00 H. depth below top of slab [ft]
PLAIN CONCRETE SLAB
4
t, Slab Thickness [in]
3
fc, Compressive Strength of Concrete Slab [ksi]
18
S. Section Modulus of Slab [in^3/ft]
0.178
fr. Allowable Tensile Stress [ksi]
0.27
O Mn, Allowable Flexural Moment [k-ft/ft]
2.8
Ms, Allowable Span as a Cantilever [ft]
note: slab tic ness reduced y 11 for strength calculations.
REINFORCED CONCRETE SLAB
0.2
Ast. Area of Top Reinforcement [in^2/ft]
2.1
O Mn, Alowable Flexural Moment [k-ft/ft]
7.7
Mrs, Maximum Allowable Span as a Cantilever [ft]
note: slab span limited to 10 x thickness for further calculations.
CASE: CASE A Select case "A or B"
�II_I:►' ��.I 7-,. I:1i ,-:•1'I Irr-: I 1 I'ty'
.21WI1846-7/3WD2011.0N_5 CASE B
UZ 102ONE �PJI.'#( lf"
7/16
STEEL COLUMN,
SEE SCHEDULE.
4" CONC. SLAB REINF.
W/6x6-W1.4xW1.4 WWM.
���� 'n 11 II IICf11�11C�1111�
CASE A
CASE A: Fill between top of footing and slab
5.6
F footing [k] (AxBxDx150 pcf)
2.1
F soil [k] (H-t)x100 pcf x (A+H-t) x (B+H-t) > 45° EFECT
5.6
*) F slab (plain concrete slab) [k] (A/2+Ms)x(B+2Ms)xtx150 pcf [Using half of Slab]
6.8
'*) F slab (reinfd concrete slab) [k] (A/2+MIN(Mrs,10t))x(B+2xMIN(Mrs,10t))xtx150 pcf
8.0
*) F total (plain concrete slab) [k] 0.6 x [F footing + F soil + F slab (plain)]
8.7
"*) F total (reinforced concrete slab) [k] 0.6 x [F footing + F soil + F slab (reinf.)]
0.151
Allow. Factored Negative Tensile Stress in Footing [ksi]
0.031
') Ultimate Footing Stress at Max. Capacity [ksi]
0.033
**) Ultimate Footing Stress at Max. Capacity [ksi]
t,Aor- a: aiao on graue poureu uown to top ui iooung
5.6 F footing [k]
2.8 F pourdown [k] [Using half of Slab]
6.4 F slab [k] [Using half of Slab]
8.9 F total [k]
12.0 Total length of bars for max. capacity [ftl
12
Side dimension of base plate [in]
100
Pourdown capacity in punching shear [k]
40
Capacity of footing in plain concrete flexure [k]
139
Total capacity of footing/slab assembly in uplift [k]
imi Dadr.Sol lum PAMMMIUM Wimuff=-
.20011846 - 7/31/202011.08.54 AM
CONCLUSION: OK USE CASE A 8.0 Kips
UZ 1020 NE 92 Srp K
8/16
UPLIFT CAPACITY OF At SQUARE FOOTING TERRACE (USING 45° SOIL EFECT)
0.00
Wind Uplift OR bank to use cell below[Kips]
80.00
Roof trib. Area on wall or col [sf] USED
73.00
Wind pressure [Psf]
10.00
Roof Weight (Psf)
6.00
Beam Length [ft]
116.00
Beam Weight [Plf] (8x14)Section
9.00
Column Height [ft]
100.00
Column Weight [Plf] (8x12)Section
37.80
Net Pressure uplift 0.6 D.L + 0.6 W.L [Psf]
2.07
Uplift at Column [Kips]
4.00 A, plan dimension [ft]
4.00 B. plan dimension [ft]
1.5 D. thickness [ft]
1.00 H. depth below top of slab [ft]
PLAIN CONCRETE SLAB
4
t, Slab Thickness [in]
3
fc, Compressive Strength of Concrete Slab [ksi]
18
S, Section Modulus of Slab [in^3/ft]
0.178
fr. Allowable Tensile Stress [ksi]
0.27
O Mn, Allowable Flexural Moment [k-ft/ft]
2.8
Ms, Allowable Span as a Cantilever [ft]
note: slab
thickness reduced y or strength calculations.
REINFORCED CONCRETE SLAB
0.2
Ast, Area of Top Reinforcement [in^2/ft]
2.1
O Mn, Alowable Flexural Moment [k-ft/ft]
7.7
Mrs, Maximum Allowable Span as a Cantilever [ft]
note- slab span limited to 10 x thickness for further calculations.
CASE: CASE B Select case "A or B"
8TEEL COLUMN. 9EE
SCHEDULE.
d" COIAC SLAB REINF
W16.6-WI 4~ / WWM
L
a �f
emni Da& of f And Ee®mac RmQamm - 3nb QW
2W119-7/3UM201LQS=54 ASE B
UZ MID NE 92 SrpK
9/16
STEEL COLUMN,
SEE SCHEDULE.
4" CONC. SLAB REINF.
W/6x6-W1.4xW1.4 WWM.
,y- iNuffimm
CASE A
CASE A: Fill between top of footinq and slab
3.6
F footin (AxBxDxl50 pcf)
1.4
F soil [k (H-t)xl00 pcf x (A+H-t) x (B+H-t) —9 EFECT
1.8
') F slab (plain concrete slab) [k] (A/2+Ms)x(B+2Ms)xtxl50 pcf [Using half of Slab]
2.8
'") F slab (reinfd concrete slab) [k] (A/2+MIN(Mrs,10t))x(B+2xMIN(Mrs,10t))xtxl50 pcf
4.1
') F total (plain concrete slab) [k] 0.6 x [F footing + F soil + F slab (plain)]
4.7
*') F total (reinforced concrete slab) [k] 0.6 x [F footing + F soil + F slab (reinf.)]
0.151
Allow. Factored Negative Tensile Stress in Footing [ksi]
0.016
') Ultimate Footing Stress at Max. Capacity [ksi]
0.018
") Ultimate Footing Stress at Max. Capacity [ksi]
tract 0: aiao on grace poureu sown io top or rooting
3.6 F footing [k]
2.2 F pourdown [k] [Using half of Slab]
2.8 F slab [k] [Using half of Slab]
5.1 F total [k]
11.0 Total lenqth of bars for max. capacity [ftl
12
Side dimension of base plate [in]
100
Pourdown capacity in punching shear [k]
40
Capacity of footing in plain concrete flexure [k]
139
Total capacity of footing/slab assembly in uplift [k]
immiiDadr. a Job "057
-
.2I011846-7/31}202011_I -54AM
CONCLUSIC OK USE CASE B CAPACITY = 5.1 Kips
UE 1021) NE 42 SYp f
10/16
Title : 1020 NE 92 ST Job # 020-017
Dsgnr: MISAEL R. Date: 12:44PM, 8 APR 20
Description :
Scope :
-- Rev: 580000 Page 1
User: KW-0605358, Ver 5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design
(c)1983-2003 ENERCALC Engineering Software EC.ecw:Calculations
Description CONCRETE BEAM DESIGN RB-2
General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 i
Span 13.00 ft fc 3,000 psi
Depth 18.000 in Fy 60,000 psi
Width 16.000 in Concrete Wt. 150.0 pcf
Seismic Zone 0
End Fixity Pinned -Pinned
Beam Weight Added Internally Live Load acts with Short Term
Reinforcing
Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam...
Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top
#1
15.50in #1
in #1
Load Factoring
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
in
Uniform Loads 1
Dead Load Live Load Short Term Start End
#1 0.325 k
0.400 k
Summary
Span = 13.00ft, Width= 16.00in Depth
= 18.00in
Maximum Moment: Mu
29.36 k-ft
Allowable Moment : Mn*phi
61.93 k-ft
Maximum Shear: Vu
7.30 k
Allowable Shear : Vn*phi
65.25 k
Maximum Deflection
Max Reaction @ Left
Max Reaction @ Right
Shear Stirrups...
Stirrup Area @ Section 0.220 in2
Region 0.000 2.167 4.333 6.500
Max. Spacing Not Req'd Not Req'd Not Req'd Not Req'd
Max Vu 7.300 6.072 3.036 2.963
Bending & Shear Force Summary
Bending...
Mn*Phi
Mu, Eq. C-1
@ Center
61.93 k-ft
29.36 k-ft
@ Left End
0.00 k-ft
0.00 k-ft
@ Right End
0.00 k-ft
0.00 k-ft
Shear...
Vn*Phi
Vu, Eq. C-1
@ Left End
65.25 k
7.30 k
@ Right End
65.25 k
7.23 k
0.000 ft 13.000 ft
Beam Design OK
-0.0271 in
6.66 k
6.66 k
8.667
10.833 13.000 ft
Not Req'd
Not Req'd Not Req'd in
2.963
5.999 7.228 k
Mu, Eq. C-2
Mu, Eq. C-3
22.02 k-ft
11.88 k-ft
0.00 k-ft
0.00 k-ft
0.00 k-ft
0.00 k-ft
Vu, Eq. C-:
Vu, Eq. C-F
5.48 k
2.95 k
5.42 k
2.92 k
Deflection
Deflections...
Upward
Downward
DL + [Bm Wt]
0.0000 in at 13.0000 ft
-0.0165 in at 6.5000ft
DL + LL + [Bm Wt]
0.0000 in at 13.0000 ft
-0.0271 in at 6.5000ft
DL + LL + ST + [Bm Wt]
0.0000 in at 13.0000 ft
-0.0271 in at 6.5000ft
Reactions...
Ca)
(a. Right
DL + [Bm Wt]]
4.062 k
4.062 k
DL + LL + [Bm Wt]
6.662 k
6.662 k
DL + LL + ST + [Bm Wt]
6.662 k
6.662 k
Dla Caoiy Dq� �tt of Regai
" And E wmnic R
- Jab Copy
.2WI 1846 - 7/3 JIM2101, 11_L18=54AM
UZ 1020 NE 92 sr -pa
11/16
Title : 1020 NE 92 ST
Dsgnr: MISAEL R.
Description :
Job # 020-017
Date: 12:44PM, 8 APR 20
Scope :
Rev: 580000 Page 2
User: KW-0605358, Ver 5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design
(c)1983-2003 ENERCALC Engineering Software EC,ecw:Calculations
Description CONCRETE BEAM DESIGN RB-2
Section Analysis
Evaluate Moment Capacity...
Center
Left End
Right End
X : Neutral Axis
1.605 in
0.000 in
0.000 in
a = beta' Xneutral
1.364 in
0.000 in
0.000 in
Compression in Concrete
55.661 k
0.000 k
0.000 k
Sum [Steel comp. forces]
0.000 k
0.000 k
0.000 k
Tension in Reinforcing
-55.800 k
0.000 k
0.000 k
Find Max As for Ductile Failure...
X-Balanced
9.173 in
0.000 in
0.0000 in
Xmax = Xbal ' 0.75
6.880 in
0.000 in
0.000 in
a -max = beta ' Xbal
7.797 in
0.000 in
0.000 in
Compression in Concrete
238.602 k
0.000 k
0.000 k
Sum [Steel Comp Forces]
0.000 k
0.000 k
0.000 k
Total Compressive Force
238.602 k
0.000 k
0.000 k
AS Max = Tot Force / Fy
3.977 in2
0.000 in2
0.000 in2
Actual Tension As
0.930 OK
0.000 OK
0.000 OK
Additional Deflection Calcs
Neutral Axis
r a; 3.590 in
Mcr
29.58 k-ft
(gross
7,776.00 in4
Ms:Max DL + LL
21.65 k-ft
Icracked
1,472.14 in4
R1 = (Ms:DL+LL)/Mcr
1.366
Elastic Modulus
3,122.0 ksi
Ms:Max DL+LL+ST
21.65 k-ft
Fr = 7.5' fc^.5
410.792 psi
R2 = (Ms:DL+LL+ST)/Mcr
1.366
Z:Cracking
0.000 k/in
Leff... Ms(DL+LL)
7,776.000 in4
Z:cracking > 175 : No Good!
Leff... Ms(DL+LL+ST)
7,776.000 in4
Eff. Flange Width
16.00 in
ACI Factors (per ACI 318-02, applied internally
to entered loads)
ACI C-1 & C-2 DL 1.200
ACI C-2 Group Factor
0.750
Add" I "1.4" Factor for Seismic 1.400
ACI C-1 & C-2 LL 1.600
ACI C-3 Dead Load Factor 0.900
Add"I "0.9" Factor for Seismic 0.900
ACI C-1 & C-2 ST 1.600
ACI C-3 Short Term Factor
1.300
....seismic = ST " : 1.100
ulna DWk Iy of R And Ecanmmic R momu= -Jab fay
�_# A" 1020 NE 92 ST.ii (011F
12/16
Title : 1020 NE 92 ST Job # 020-017
Dsgnr: MISAEL R. Date: 12:44PM, 8 APR 20
Description :
Scope :
Rev: 580000
User: KW-0605358, Ver 5.8.0, 1-Dec-2003 Multi -Span Concrete Beam Page 1
(c)1983-2003 ENERCALC Engineering Software EC.ecw Calculations
Description CONCRETE BEAM DESIGN (RB-7)
General Information
Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Fy
60,000.0 psi
Spans Considered Continuous Over Supports ACI Dead Load Factor 1.20
fc
3,000.0 psi
Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.60
Concrete Member Information
Description
SPN 1
SPAN 2
Span
ft 15.00
12.00
Beam Width
in 8.00
8.00
Beam Depth
in 14.00
12.00
End Fixity
Pin -Pin
Pin -Pin
Reinforcing
Center Area 0.88in2
0.88in2
Bar Depth 9 50in
11 50in
Left
Area
0.88in2
0.88in2
Bar Depth
2.50in
2.50in
Right
Area
0.88in2
0.88in2
Bar Depth
2.50in
2.50in
Loads
Using Live Load This Span ??
Yes
Yes
Dead Load
k/ft
0.500
0.500
Live Load
k/ft
0.480
0.480
Results
Beam OK
Beam OK '
Mmax @ Cntr
k-ft
24.65
11.66
@ X =
ft
6.00
7.84
Mn ' Phi
k-ft
32.47
40.39
Max @ Left End
k-ft
0.00
-30.72
Mn ' Phi
k-ft
40.39
32.47
Max @ Right End
k-ft
-30.72
0.00
Mn " Phi
k-ft
40.39
32.47
Bending OK
Bending OK
Shear @ Left
k
8.21
10.77
Shear @ Right
k
12.31
5.65
Reactions & Deflections
DL @ Left k
3.00
8.43
LL @ Left k
2.88
8.10
Total @ Left k
5.88
16.53
DL @ Right k
8.43
2.06
LL @ Right k
8.10
1.98
Total @ Right k
16.53
4.05
Max. Deflection in
-0.376
-0.064
@ X = ft
6.70
7.44
Inertia : Effective in4
504.00
644.18
Shear Stirrups
Stirrup Rebar Area in2
0.220
0.220
Spacing @ Left in
5.75
5.75
Spacing @ .2'L in
Not Req'd
5.75
.�z�.S ina Ca�_4'l=. in
_ N �e d
t R
001184�W V M 11=�=54.A Not Req'd
pacing tg In 5 5.75
UZ 1020 NE 92 SrVwlif
13/16
Title : 1020 NE 92 ST Job # 020-017
Dsgnr: MISAEL R. Date: 12:44PM, 8 APR 20
Description :
Scope :
Rev: 580000
User: KW-0605358, Ver 5.8.0, 1-Dec-2003 Multi -Span Concrete Beam
Page 2
(c)1983-2003 ENERCALC Engineering Software EC.ecw:Calculations
Description CONCRETE BEAM DESIGN (RB-7)
Query Values
Location
ftj
0.00
0.00
Moment
k-ft
0.0
-30.7
Shear
k
8.2
10.8
Deflection
in
0.0000
0.0000
Dade QRR of KpWi*" And Eg�c Rr - Job Caq ff
.2W118-713112020 11:08:54AM
UZ 1020 NE 92 SY-p f
14/16
Title : 1020 NE 92 ST Job # 020-017
Dsgnr: MISAEL R. Date: 12:36PM, 8 APR 20
Description :
Scope:
Rev: 580000
User. KW-0605358, Ver 5.8.0, 1-Dec-2003 Masonry Wall Design Page 1
(01983-2003 ENERCALC Engineering Software EC.ecw:Calculations
Description WALL ZONE 4 (9 FT HT.)
General Information
Code Ref: ACI 530-02
Wall Height 9.00 ft
Seismic Factor
0.3300
fm
1,500.0 psi
Parapet Height 0.00 ft
Calc of Em = fm '
900.00
Fs
24,000.0 psi
Duration Factor
1.330
Special Inspection
Thickness 8.0 in
Wall Wt Mult.
1.000
Grout @ Rebar Only
Rebar Size 5
Normal Weight Block
Rebar Spacing 48 in
Equivalent
Depth to Rebar 3.810 in @
Center
Solid Thickness
4.600 in
Loads
Uniform Load
Concentric Axial Load
Wind Load
50.000 psf
Dead Load 2,000.000 #/ft
Dead Load
0.000 #/ft
Live Load 1,000.000 #/ft
Live Load
0.000 #/ft
Load Eccentricity 0.000 in
Roof Load
Roof Load
Design Values
E 1,350,000 psi
Rebar Area
0.078 in2
np 0.03641
j 0.92137
n : Es / Em 21.481
Radius of Gyration
2.535 in
k 0.23590
2 / kj 9,20187
Wall Weight 55.000 psf
Moment of Inertia
354.810 in4
Max Allow Axial Stress = 0.25 fm (1-(h/140r)^2) . Spinsp
340.28 psi
Allow Masonry Bending Stress = 0.33 fm ' Spinsp =
495.00 psi
Allow Steel Bending Stress =
24,000.00 psi
Load Combination & Stress Details Summary
Axial
Bending Stresses
Axial
Moment
Load
Steel Masonry
Compression
Top of Wall in-#
Ibs
psi psi psi
DL + LL 0.0
3,000.0
0.0
0.0 54.35
DL + LL + Wind 0.0
2,000.0
0.0
0.0 36.23
DL + LL + Seismic 0.0
2,000.0
0.0
0.0 36.23
Between Base & Top of Wall
DL + LL 0.0
DL + LL + Wind 6,075.0
DL + LL + Seismic 2,205.2
Summary 1
9.00ft high wall with 0.00ft parapet
3,247.5 0.0 0.0 58.83
2,247.5 22,329.9 320.9 40.72
2,247.5 8,105.7 116.5 40.72
Normal Block w/ 8.00in wall w/ #5 bars at 48.00ino.c. at center
Max. Bending Compressive Stress ......... 361.63 OK
Allowable .................... 658.35 OK
Max. Axial Only Compressive Stress ......... 58.83 psi
Allowable .......... 340.28 OK
Max Steel Bending Stress .............. 22,329.88 psi
Allowable .......... 31,920.00 OK
iamai Dade Qmgft Q I A of And E,o®mac Rr - Jab QMM
.20011846 - 713 InD201 LN_54 AM
Ur 1020 ME 92 sir-p f
15/16
Title : 1020 NE 92 ST Job # 020-017
Dsgnr: MISAEL R. Date: 12:36PM, 8 APR 20
Description :
Scope
Rev: 580000
User: KW-0805358, Ver 5.8.0, 1-Dec-2003 Masonry Wall Design Page 2
(c)1983-2003 ENERCALC Engineering Software EC.ecw:Calculations'
Description WALL ZONE 4 (9 FT HT.)
Final Loads & Moments
Wall Weight moment @ Mid Ht 247.50 Ibs
Wind Moment @ Mid Ht
6,075.00 in-#
Seismic Moment @ Mid Ht
2,205.23 in-#
Dead Load Moment @ Top of Wall
0.00 in-#
Dead Load Moment @ Mid Ht
0.00 in-#
Total Dead Load
2,000.00 Ibs
Total Live Load
1,000.00 Ibs
Live Load Moment @ Top of Wall
0.00 in-#
LiveLoad Moment @ Mid Ht
0.00 in-#
Maximum Allow Moment for Applied Axial Load =
6.529.37 in-#
Maximum Allow Axial Load for Applied Moment =
18,783.52 Ibs
liter DO& Q!qpy of It s A%t d Ecupffninic Rrmaumm - JUb Quy
.20011846 - 713 LIM2011.N:54 AM
Ur 1020 NE 92 SY4NV
16/16
of
GRAPHIC SCALE �p r
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FLOOD ELEVATION INFORMATION:
Date of Field Work: 07-10-2019
SECTION 472.027 OF THE FLORIDA STATU
+�q�y
R'A) f~1It7-
CHECKED BY J 5 P
DATE OF FRAI U9 11 ' O
SCALL 1' = 20'
J J 3
95118 R? V ITC E S, L r C
COMMUMTYWI. 120652 MIAMI SHORES
SIGNED'_____________________
FIELD DATE 0I-IU-19
`� J
PANEI: SUFFIX
JULIO S. PITA SURVEYOR AND MAPPER
JOB No JAF-1 020- 19
10760 S.W. 43Fd TERRACE MIAMI, FLORIDA 33165 PHONE: 786-970-7577 E-MAIL: aToddguezO525@wmcasLnet
zoNE X
-
BASE Fcaw BEEwTION: N/A
NOT V A LICENSE NO, 5 V89
NOT VALID WITHOUT THE SIGNATURE ANU
OM�•'Al FD
IT
✓NEPnREO
FOR. 1760 NE LLC.
NE LLC.
T' IF rr `R 1 BOUNDARY SURVEY
_
BENCHMARK NO. B-62
SEAL OF THE FLORIDA LICENSED SURVEY
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