REV-16-2977 \ko r-FTu'PD
Miami Shores Village
NOV Q 1 2016
Building Department IRY:
10050 N.E.2nd Avenue, Miami Shores, Florida 33138 ---
ax: 756-8972
7
I I Nf R (305)762-4949
Is—FR 9:
FBC 2014 s
BUILDING Master Permit No. C r 5O r
PERMIT APPLICATION Sub Permit No.
EZ/BUILDING ❑ ELECTRIC ❑ ROOFINGit . '
EVISION ❑ EXTENSION ❑RENEWAL
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS:
City: Miami Shores County: Miami Dade Zip: 3
Folio/Parcel#: I Is the Building Historically Designated:Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
Imo,,"-�,
OWNER:Name(Fee Simple Titleholder): I VGL�✓a " Phone#:
Address: / A 2= 2
City: ti �i�.l lill State: _ Zip: �q3 Pq
Tenant/Lessee Name: Phone#: 5 / fo �U / r /
Email: �f 4� a b .� kAI ,ryy .a . CZAA
` S N -02A
IfAj p 37 /MV?CONTRACTOR:Company Name: XPhone#:
Address: 7)11k'--13 sy✓ - T7 .S �
City: State: Zip: 33r S7S-
Qualifier Name:�� k e Z Phone#: 3o. X77 &W 7
State Certification or Registration#: Q3C 1110 07 7 3 Certificate of Competency#:
DESIGNER:Architect/Engineer: ika/Cq aj-A" .�r ioA Phone#:
Address: City: State: Zip:
Value of Work for this Permit:$ Square/Linear Footage of Work:
Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition
Description of Work: /I. .'Y) �i(� L
Specify color of color'thru t►le`s "� �t {
Submittal Fee$ = Permit Fee$° ---� CCF$ CO/CC$
Scanning Fee$ Radon Fee$ DBPR$` �+� Notary$
Technology Fee$ Training/Education Fee$ Double Fee$
Structural Reviews$ i z 0 Bond$
TOTAL FEE NOW DUE$ Z O` ` .
(Revised02/24/2014)
_ r
r.
s .
Bonding Company's Name(if applicable)
Bonding Company's Address
City State _ wZip
Mortgage Lender's Name(if applicable) a a9 a T z �;
Mortgage Lender's Address y If ^r :
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 and a reinspection fee will be charged.
r t
Signature Signature
OWNER o AGENT CONTRACTOR f
The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this
day of Na�e.h,LheY 20 tb by - _ day{of KCS, kff 20 by
Q( 4h c�fAYL/' QZ .who is personally known to �(ti_ CTllvsi CL� JQ 1wA�o is personally known to
me or who has produced It 66Lsty s (A (--e-Mx- as me or who has produced IF L. pVl-(� C,C• as
identification and who did take an oath. identification and who did take an oath.
NOTARY PUBLIC: NOTARY PUBLIC:
Sign: Sign: K -
Print: •. BARBMA A.ESTEP Print:
;._. MY COMMISSION 4 FF 073975
Seal: , EXPIRES:March 29,2018 Seal: BARBARAAESTEP
of ' Bonded Thru Notary Public Underwriters � = MY COMMISSION t FF 073975
EXPIRES:March 29,2018
Bonded Thru Notary Public Underwriters
APPROVED BY Plans Examiner Zoning
Structural Review Clerk
(Revised02/24/2014)
NIUS STRUCTURAL DES GN IT: 'Y CO N
CONSULTING ENGINEERS
7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016
T. 305.512.5860 F. 305.512.5861
www.optimussd.com
. . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.k
` A` MEIDA - BARRANTES RESIDENCE
?` REVISION NARRATIVE
NOV o 1 tots
x7v Q�--
IUf:
�s z
1-A NY,,
LOCATED AT: a: do
9879 NE 13t'' AVENUE ° s06
--NUMI 5WRES, FL 331 'F
n •.O OA-
NG NG
Tanya Ho d P
0•0 '•• PE#61706
• ��: bct.o;er 20th, 2016
. .. .. . . . .. .
... . .
0 000 0 0
i
' US STRUCTURAL DESIGN LLC
CONSULTING ENGINEERS
7850 NW 146 Street, Suite 305,Miami Lakes, FL 33016
k aT T. 305.512.5860 F. 305.512.5861
F
www.optimussd.com
October 20",2016
City of Miami Shores
Building Department
STRUCTURAL REVISION #4 NARRATIVE:
The following is a brief description of items that were changed in revision#1:
ITEM No. RESPONSE
Revise terrace foundation at southeast corner to reflect that a helical pile-
S-1.0 supported grade beam had been installed instead of a spread footing.Provide
detail for interface between grade beam and concrete overpour, as requested
by contractor.
Provide reference note for the TB-1 tie beam at an infill CMU wall. Indicate
S-2.0 on plan the locations of the retrofit channels, detailed on 2/S-6.0 which had
been designed per the original calculations.
S-4.0 Provide size and reinforcing information for the spread footings supporting
the wood terrace.
S-5.0 Revise detail 3/S5-.0, showing(2)2x10 strap,to provide additional framing
information.
S-6.0 Update the strengthening channel detail per field dimensions.
Please let us know if you have any further questions or require additional information.
i
Best Regards,
SIGNED:
TanHo eid, P.E.
REG.NO. STATE: '61
�;
. . . . . . .
COMPANY: Optimus Structural Desi
. ... ... . ..
ADDRESS: 7850 11 I Street, su. 30.. .
ite
Miami Lakes'VloAda 3 301 b : ' :• :•
S.I. NO: # 7021222
. %
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Title Block Line 1 Title: Job#
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Title Block Line 6 Hamee.a OCT tots,rM
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File.Z:1Projects\OPTIMUS-PROJECTS\Barrantes-ResidencelCalcsIENERCALCIbarrantes-residence.ec6
WO: FoOting ENERCALC,INC.1983-2011,Build:6.11.6.23,Vet6.11.6.23 "
Description: WF-16
General information Calculations per ACI 318-08,IBC 2009,CBC 2010,A
SCE 7-05
Material Properties Soil Design Values -
fc':Concrete 28 day strength = 5.0 ksi Allowable Soil Bearing - 2.0 ksf
fy:Rebar Yield - 60.0 ksi Increase Bearing By Footing Weight _ No
Ec:Concrete Elastic Modulus = 4,030.0 ksi Soil Passive Resistance(for Sliding) 250.0 pcf
Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30
cp Values Flexure = 0.90
Shear = 0.750 Increases based on footing Depth -
Reference Depth below Surface ft
Analysis Settings Allow.Pressure Increase per foot of depth = ksf
Min Steel%Bending Reinf. = 0.00140 when base footing is below = ft
Min Allow%Temp Reinf. = 0.00180
Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width -
Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width _ ksf
AutoCalc Footing Weight as DL Yes when footing is wider than ft
;Dimensions r Reiriforcmg
Footing Widtl = 1.330 ft Footing Thicknes = 12.0 in Bars along X-X Axis
Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete.. Bar spacing - 8.00
Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4
from center of footing = 0 in
e"
m
1
Apphedloads
D Lr L S W E H
P:Column Load = 0.370 0.50 k
s
OB:Overburden =
..
..._..............
V-x = k-ft
M-zz =
Vx applied - in above top of footing �Design OK
DESIGN SUMMARY
Min.Ratio Item Applied Capacity Governing Load Combination
PASS 0.3996 Soil Bearing 0.7991 ksf 2.0 ksf +D+L+H
PASS n/a Overturning-Z-Z .. ... . QO kft .. 0.0 k-ft No Overturning
PASS n/a Sliding-X-X 0 401 : 0.0 k No Sliding
PASS n/a Uplift •. •: : Q.Ok : :': '. 0.0k No Uplift
11.912 k ft +1.20D+0.50Lr+1.60L+
PASS 0.005924 Z Flexure(+X) •• "'0.07M7 k1ft ••
PASS 0.005924 Z Flexure(-X) 0.07057 k-ft 11.912 k-ft +1.20D+0.5OLr+1.60L+
PASS n/a 1-way Shear(+X). ..• ••Q.0 psi ••• ••• 106.07 psi nla
PASS 0.0 1-way Shear(-XZ ;0,0:)0 0.0 psi n/a
..
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Title Block Line 1 Title: Job#
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Title Block Line 6 Poncee:19 OCT 2016 z nPM
File.Z:1ProjectslOPTIMUS-PROJECTS1Barrantes-Residence\Gales\ENERCALCIbarrantes-residende.ec6
Wall footing ENERCALC,INC.1983-2011,Build:6.11.623,Vec6.11.6.23
Description: WF-16
'Detailed"Results
Soil Bearing
Rotation Axis& Actual Soil Bearing Stress Actual/Allowable
Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio
+D ' 2.0 ksf 0.0 in 0.4232 ksf 0.4232 ksf 0.212
+D+L+H 2.0 ksf 0.0 in 0.7991 ksf 0.7991 ksf 0.400
+D+0.750Lr+0.750L+H 2.0 ksf 0.0 in 0.7052 ksf 0.7052 ksf 0.353
+D+0.750L+0.750S+H 2.0 ksf 0.0 in 0.7052 ksf 0.7052 ksf 0.353
+D+0.750Lr+0.750L+0.750W+H 2.0 ksf 0.0 in 0.7052 ksf 0.7052 ksf 0.353
+D+0.750L+0.750S+0.750W+H 2.0 ksf 0.0 in 0.7052 ksf 0.7052 ksf 0.353
+D+0.750Lr+0.750L+0.5250E+H 2.0 ksf 0.0 in 0.7052 ksf 0.7052 ksf 0.353
+Dt0.750L+0.750S+0.5250E+H 2.0 ksf 0.0 in 0.7052 ksf 0.7052 ksf 0.353
Overturning Stability Units:k-ft
Rotation Axis&
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status
Footing Has NO Overturning ._...._.. __. ........
.Sliding Stability s
Force Application Axis
Load Combination Sliding Force Resisting Force Sliding SafetyRatio Status
Footing Has NO Sliding
foot ng'Flexure �.
Mu Which Tension @ Bot. As Req'd Gvrn.As Actual As Phi*Mn
Flexure Axis&Load Combination k-ft Side? or Top? in12 in*2 in12 k-ft Status
+1.40D 0.04374 -X Bottom 0.0014 Caldd Bending 0.3 11.912 OK
+1.40D 0.04374 +X Bottom 0.0014 Caldd Bending 0.3 11.912 OK
+1.20D+0.50Lr+1.60L+1.60H 0.07057 -X Bottom 0.0023 Caldd Bending 0.3 11.912 OK
+1.20D+0.50Lr+1.60L+1.60H 0.07057 +X Bottom 0.0023 Caldd Bendina 0.3 11.912 OK
+1.20D+1.60L+0.50S+1.60H 0.07057 . -X Bottom 0.0023 Caldd Bendino 0.3 11.912 OK
+1.20D+1.60L+0.50S+1.60H 0.07057 +X Bottom 0.0023 Caldd Bending 0.3 11.912 OK
+1.20D+1.60Lr+0.50L 0.04783 -X Bottom 0.0016 Calc'd Bending 0.3 11.912 OK
+1.20D+1.60Lr+0.50L 0.04783 +X Bottom 0.0016 Caldd Bendino 0.3 11.912 OK
+1.20D+0.50L+1.60S 0.04783 -X Bottom 0.0016 Calc'd Bendino 0.3 11.912 OK
+1.20D+0.50L+1.60S 0.04783 +X Bottom 0.0016 Caldd Bendino 0.3 11.912 OK
+1.20D+0.50Lr+0.50L+1.60W 0.04783 -X Bottom 0.0016 Calc'd Bending 0.3 11.912 OK
+1.20D+0.50Lr+0.50L+1,60W 0.04783 +X Bottom 0.0016 Caldd Bending 0.3 11.912 OK
+1.20D+0.50L+0.50S+1.60W 0.04783 -X Bottom 0.0016 Calc'd Bending 0.3 11.912 OK
+1.20D+0.50L+0.50S+1.60W 0.04783 +X Bottom 0.0016 Caldd Bending 0.3 11.912 OK
+1.20D+0.50L+0.20S+E 0.04783 -X Bottom 0.0016 Calc'd Bending 0.3 11.912 OK
+1.20D+0.50L+0.20S+E 0.04783 +X Bottom 0.0016 Caldd Bendino 0.3 11.912 OK
One Way..Shear i Units:k
Load Combination Vu @-X Vu @+X Vu:Max Phi Vn Vu!Phi*Vn Status
+1.40D 0 psi 0 psi 0 psi 106.07 psi 0 OK
+1.20D+0.50Lr+1.60L+1.60H 0 psi 0 psi 0 psi 106.07 psi 0 OK
+1.20D+1.60L+0.50S+1.60H 0 psi 0 psi 0 psi 106.07 psi 0 OK
+1.20D+1.60Lr+0.50L 0 psi 0 psi 0 psi 106.07 psi 0 OK
+1.20D+0.50L+1.60S 0 psi 0 psi 0 psi 106.07 psi 0 OK
+1.20D+0.50Lr+0.50L+1.60W 0 psi 0 psi 0 psi 106.07 psi 0 OK
+1.20D+0.50L+0.50S+1.60W 0 psi 0 psi 0 psi 106.07 psi 0 OK
+1.20D+0.50L+0.20S+E •"si•• 013ei• ••• 0 psi 106.07 psi 0 OK
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Title Block Line 1 Title: Job#
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Printed:79 OCT 2018,2:19?M
Title Block Line 6
File:Z:\ProjectslOPTIMUS-PROJECTS1Barrantes-ResidencelCalcsIENERCALCIbamantes-residence.ec6
Wall 'Footing ENERCALC,INC.1983-2011,Buildi6.11.6.23,Ver:6.11.6.23
Description: WF-38
"General information Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7.05
Material Properties Soil Design Values -
fc:Concrete 28 day strength = 5.0 ksi Allowable Soil Bearing No
- ksf
fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight - No
Ec:Concrete Elastic Modulus = 4,030.0 ksi Soil Passive Resistance(for Sliding) - 250.0 pcf
Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30
cp Values Flexure = 0.90
_ Shear = 0.750 Increases based on footing Depth -
Reference Depth below Surface 0.0 ft
Analysis Settings Allow.Pressure Increase per foot of depth = 0.0 ksf
Min Steel%Bending Reinf. = 0.00140 when base footing is below = 0.0 ft
Min Allow%Temp Reinf. = 0.00180 Increases based on footing Width
Min.Suring of Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = 0.0 ksf
Min.Sliding Safety Factor = 1.0 :1 0.0 ft
AutoCalc Footing Weight as DL Yes when footing is wider than =
___..............� _._�.�....�,.... . _ . _-..... Reinforcing ..
Dimensions
Footing Widtl = 3.170 ft Footing Thicknes = 12.0 in Bars along X-X Axis -
Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete.. Bar spacing - 8.00
Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4
from center of footing = 0 in
8"
I
X
X-
io
`t 494 Bary:'
4
Applied=Loads
D Lr L S W E H
P:Column Load = 0.6250 0.0 0.50 0.0 0.0 0.0 0.0 k
OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0 0 ksf.
.....
0.0 0.0 0.0 0.0 0.0 0.0 k
V-x
M-zz 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft
=
Vx applied = 0.0 in above top of footing
Design OK
DESIGN'SUMMARY
Min.Ratio Item Applied Capacity Governing Load Combination
PASS 0.2499 Soil Bearing 0.4999 ksf 2.0 ksf +D+L+H
PASS n/a Overturning-Z-Z .. ... . 0.0 kit . . .. 0.0 k-ft No Overturning
PASS n/a Sliding-X-X : 0 401 ; ; 0.0 k No Sliding
PASS n/a Uplift '. '; : QAC ; :o: • 0.0 k No Uplift
PASS 0.05503 Z Flexure(+X) •• ••• 0.@955 k•ft • •• 11.912 k-ft +1.20D+0.50Lr+1.60L+
PASS 0.05503 Z Flexure(-X) 0.6555 k-ft 11.912 k-ft +1.20D+0.50Lr+1.60L+
PASS 0.03706 1-wa Shear +X 3 931 psi 106.07 psi +1.20D+0.50Lr+1.60L+
y ( ) "•
*do , •' "' '•' 106.07 psi +1.20D+0.50Lr+1.60L+
PASS 0.03706 1-way Shear(-Xj 393pl.
•• • • • • • • • •
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Title
Bl k Line Footing File:Z:lProjects\OPTIMUS-PROJECTS1Barrantes-ResidencelCalcs\ENERCALCIbarrantes-residence ec6
ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6.23
Description: WF-38
Detailed Results
Soil Bearing
Rotation Axis& Actual Soil Bearing Stress Actual t Allowable
Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio
+D 2.0 ksf 0.0 in 0.3422 ksf 0.3422 ksf 0.171
+D+L+H 2.0 ksf 0.0 in 0.4999 ksf 0.4999 ksf 0.250
+D+0.750Lr+0.750L+H 2.0 ksf 0.0 in 0.4605 ksf 0.4605 ksf 0.230
+D+0.750L+0.750S+H 2.0 ksf 0.0 in 0.4605 ksf 0.4605 ksf 0.230
+D+0.750Lr+0.750L+0.750W+H 2.0 ksf 0.0 in 0.4605 ksf 0.4605 ksf 0.230
+D+0.750L+0.750S+0.750W+H 2.0 ksf 0.0 in 0.4605 ksf 0.4605 ksf 0.230
+D+0.750Lr+0.750L+0.5250E+H 2.0 ksf 0.0 in 0.4605 ksf 0.4605 ksf 0.230
+p+0.750L+0.750St0.5250E+H 2.0 ksf 0.0 in 0.4605 ksf 0.4605 ksf 0.230
Overturning:Stability Units:k-ft
Rotation Axis&
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status
Footing Has NO Overturning
Sliding Stability
Force Application Axis
Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status
Footing Has NO Sliding
"Footing"Flexure
Mu Which 'Tension @ Bot. As Req'd Gvrn.As Actual As Phi*Mn
Flexure Axis&Load Combination k-ft Side? or Top? in12 in A2 in A2 k-ft Status
+1.40D 0.5342 -X Bottom 0.0176 Caldd Bendino 0.3 11.912 OK
+1.40D 0.5342 +X Bottom 0.0176 Calc'd Bendino 0.3 11.912 OK
+1.20D+0.50Lr+1.60L+1.60H 0.6555 -X Bottom 0.0215 Caldd Bendino 0.3 11.912 OK
+1.20D+0.50Lr+1.60L+1.60H 0.6555 +X Bottom 0.0215 Caldd Bendino 0.3 11.912 OK
+1.20D+1.60L+0.50S+1.60H 0.6555 -X Bottom 0.0215 Caldd Bendino 0.3 11.912 OK
+1.20D+1.60L+0.50S+1.60H 0.6555 +X Bottom 0.0215 Caldd Bendino 0.3 11.912 OK
+1.20D+1.60Lr+0.50L 0.5196 -X Bottom 0.0171 Caldd Bendina 0.3 11,912 OK
+1.20D+1.60Lr+0.50L 0.5196 +X Bottom 0.0171 Caldd Bendina 0.3 11.912 OK
+1.20D+0.50L+1.60S 0.5196 -X Bottom 0.0171 Caldd Bendino 0.3 11.912 OK
+1.20D+0.50L+1.60S 0.5196 +X Bottom 0.0171 Caldd Bendino 0.3 11.912 OK
+1.20D+0.50Lr+0.50L+1.60W 0.5196 -X Bottom 0.0171 Caldd Bendino 0.3 11.912 OK
+1.20D+0.50Lr+0.50L+1.60W 0.5196 +X Bottom 0.0171 Caldd Bendina 0.3 11.912 OK
+1.20D+0.50L+0.50S+1.60W 0.5196 -X Bottom 0.0171 Caldd Bendino 0.3 11.912 OK
+1.20D+0.50L+0.50S+1.60W 0.5196 +X Bottom 0.0171 Caldd Bendino 0.3 11.912 OK
+1.20D+0.50L+0.20S+E 0.5196 -X Bottom 0.0171 Calc'd Bendino 0.3 11.912 OK
+1.20D+0.50L+0.20S+E _0.5196 , _ .+X._, Bottom 0.0171 Calc'd Bendina 0.3 11.912 OK
.,,
Units k
One Way.Shear :
Load Combination... Vu @-X Vu(o)+X Vu:Max Phi Vn Vu 1 Phi*Vn Status
+1.40D 3.203 osi 3.203 Dsi 3.203 psi 106.07 psi 0.0302 OK
+1.20D+0.50Lr+1.60L+1.60H 3.931 psi 3.931 psi 3.931 psi 106.07 Dsi 0.03706 OK
+1.20D+1.60L+0.50S+1.60H 3.931 osi 3.931 Dsi 3.931 psi 106.07 psi 0.03706 OK
+1.20D+1.60Lr+0.50L 3.116 Dsi 3.116 osi 3.116 Dsi 106.07 Dsi 0.02938 OK
+1.20D+0.50L+1.60S 3.116 Dsi 3.116 osi 3.116 Dsi 106.07 osi 0.02938 OK
+1.20D+0.50Lr+0.50L+1.60W 3.116 Dsi 3.116 osi 3.116 Dsi 106.07 Dsi 0.02938 OK
+1.20D+0.50L+0.50S+1.60W 3.116 osi 3.116 osi 3.116 osi 106.07 Dsi 0.02938 OK
+1.20D+0.50L+0.20S+E 3.118tsi-,•• 43,V6pi i • • .+ 3.116 osi 106.07 osi 0.02938 OK
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