REV-16-3293 G
Miami Shores Village , ,
&S �\?pk6 Building Department DEC 06- 2018
��` 10050 N.E.2nd Avenue, Miami Shores, Florida 3313E BY.
Tel:(305),795-2204 Fax:(305)756-8972
INSPECTION LINE PHONE NUMBER:(305)762-4949
.411 FBC 20 lq
BUILDINGEASO& Master Permit No.
PERMIT A PAW WL V %j-
F-IBUILDING
sub Permit No. ��
❑ ELECTRIC ❑ E--Y61, 11N n ❑ EXTENSION ❑RENEWAL
❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
sx
,,eems� �+ ,,C�ON1TRACTOR DRAWINGS
JOB ADDRESS: / boT=Ci ;'�zt/
City: Miami Shores County: Miami Dade Zip:
I Folio/Parcel#: Is the Building Historically Designated:Yes y NO
f Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER:Name(Fee Simple Titleholder): 5� i ('D A l7 Phone#:-AN ��
Address:
City: J r State: r Zip:
GTenant/Lessee Name: Phone#:
Email:
CONTRACTOR:Company Name: Phone#:
Address:
City: State: Zip:
Qualifier Name: Phone##:
State Certification or Registration#: Certificate of Competency#:
DESIGNER:Architect/Engineer: Phone#:
Address: -- City: State/: Zip:
Value of Work for this Permit:$ S �� Square/Linear Footage of Work:�' 01010
Type of Work: ❑ Addition ❑ Alteration F-1New ❑?Repair/Replace ❑ Demolition
Description of Work:
;Ka 7QI-=
Specify color of color thru tile:
Submittal Fee$ Permit Fee$ CCF$"l�`' ''~'`atCO/CC$
Scanning Fee$ _ r ,, Radon Fee$ DBPR$ Notary$
Technology Fee$ r - 5 '' Training/Education Fee$ Double Fee$
Structural Reviews$ Bond$
TOTAL FEE NOW DUE$
(Revised02/24/2014) t
i J
Bonding,Company's Name(if applicable)
Bonding Company's Address
City _ State Zip
Mortgage Lender's Name(if applicable) +
Mortgage Lende'r's Address
City ,,. `' • + State xt �, ,A '~ Jr' 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 pe`r®r7mrd t 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. i
"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.
" 4
Signature Signature
OW T CONTRACTOR
The forego* instrument was <nowledged before me this The foregoing instrument was acknowledged before me this
day of 20 by day of 20 , by
coindp�� who is personally known to who is personally known to
me or who has produced as me or who has produced as
identification and who did take an oath. identification and who did take an oath.
NOTARY PUBLIC: NOTARY PUBLIC:
\\\\INIIIIIII Z, k
Sign: * OM•. .S �%` Sign:,
Print: ": g its'= Print:
Seal: � �s �a� ? Seal:
APPROVED BY 1 Plans Examiner / Zoning
Structural Review Clerk
(Revised02/24/2014)
G2 Consulting Group,inc.
} JOAQUIN MONTESINO, P.E
9725 SW 4 th TERR., Miami, Florida 33174
PH (786)2940032, Fax(786)2940032
Lic#69969,CA 25882
BY:JM DATE:12/1/16 SUBJECT:Robinet Res SHEET 1 OF9
CHECK BY:JM DATE12/1/16 Miami Shores , Florida
CALCULATION TITLE SHEET
Job Name : NEW POOL DECK
Client : Mr. ROBINET GAGNON
1055 NE 96th STREET
MIAMI SHORES, FL 33138
Job Type : RESIDENTIAL
Building Code : .F.B.C.-2010-Edition
Building Dept : Miami Shores
The undersigned hereby certifies that the enclosed structural
calculations were prepared either by myself or under my direct
supervision.For the computer runs, if any, input was prepared
and the output data analyzed and interpreted in the same
manner prior preparation of the construction documents 111 1 1 1
Therefore, I accept professional responsibility fo.ol (VFO(�T'//,
Interpretation of any computer outputs. �;�\4 Fs� 'i,
�OP';"��ENSF•.�O � '
a ;
o, 69969
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G2 Consulting Group, Inc. Job: ROBINET
ROBERT T.GARCIA, P.E Sheet No: 7- of
9725 S.W.4 th TERR. Calc.by:JM Date:11/30/16
Miami, FL 33174 Check by:JM Datel1/30/16
LIC#51370,CA 25882
3-3x10 WD BM
DATA:
3 —jX10 :WD SECTION SP No 2
b:= 25in h:_'9.25in
Al:= 3•b•h Area of section Aj=.69:375 int Ij. 3•b•h Moment of Inertia
12,
3.b.h2
Si := Modulus of section S� = 106:95 in, Ij 494.66-in4
6
9ft Span of WD BM
a `62iri TRIG.AREA
Loads
DL:=y5psf Dead Load
LL 100psf Live Load
Wdl:= DL•a Dead load per ft Wdl=25.8-abf
ft
wtt:= LL-a Live Load per ftl
bf
wi,=-516.67• ft
Mai:= (wd,+w1j)•L2 Max Bending Moment
8
Maj`=5493•lbf-ft
(Wdt+ Wtt)•L Max Shear Force
vaj = 2
Vaj=2441 lbf
-Max bending stress:
Maj
fbj = Si
'fbj`=616psi
• G2 Consulting Group, Inc. Job:12OBINET
ROBERT T.GARCIA,P.E Sheet No: 1 of
9725 S.W.4 th TERR. Ca1c.by:JM Date:11130/16
Miami, FL 33174 Check by:JM Date:11/30/16
LIC#51370,CA 25882
-Max shear stress
3 V ai
2 Aj
fj=53 psi
Allowable stresses for SP No2(2x6)
Fb:= 800psi Tabulated Bending Sress for SYP No.2 , See Table 46, NDS
Fr:_ 175ps Tabulated Shear Sress for SYPNo.2,See Table 4B,NDS
EH,�: 1400ksi Modulus of Elasticity of SP NO 2 (2x6)
Adjustment of Design Values
CD,:=:1.0 Load Duration Factor(Normal combination of loads)
CM:=-1.0 Wet Service Factor
'Ci:= ,1.0 Temperature Factor
CL 1-.0 Beam Stability Factor
=CF c= 1 Size Factor
`l Flat Use Factor
C = 1 Incising Factor
Cr:= l Repetitive Member Factor
Gf„_ 1 Form Factor
F'b= Fb•CD•CM•Ct.CL.CF.CfdCi-Cr Cf
i
F'b=800.psi, Allowable Bending Stress
checking:= if(fbj S Pb,"ok”,"no good"
checking="ok".
i
i
G2 ConsultingGroup, Inc.
P Job:ROBfNET
ROBERT T.GARCIA, P.E Sheet No: 4 of
9725 S.W.4 th TERR. Calc.by:JM Dath:11/30/16
Miami, FL 33174 Check by:JM Date:11/30/16
LIC#51370,CA 25882
f
F,:= Fv-CD-CM-Ct-Ci
F" 175 psi Allowable Shear Stress
iftfj <F'v,"ok","no good
checking="ok"
-Max deflection
w L4
Amax:- 384 di +wti� Max Deflection
Ewood'j
Daliow:= 240Allowable Deflection
A.11,,=,O..45-in
control= if <paliow,"ok","not good") control: "ok"-
Use,, 3-3z10 WD BM-SP:No"2 PT
c
P
G2 Consulting Group, Inc. Job:ROBINET
ROBERT T.GARCIA, P.E Sheet No:_<of
9725 S.W.4 th TERR. Calc.by:JM Date:11/30/16
Miami, FL 33174 Check by:JM Date:11/30/16
LIC#51370,CA 25882
WD JOIST 2X10 CHECK
DATA:
'2X10 :WD SECTION SP>IVo 2
b:=�Bin 1:=`9 25in
3
Aj := b•h Area of section Aj:'= 13.875.-iii Ij= bh Moment of Inertia
12
2
Si := b_ Modulus of section Sj,=21.39•in3 Ij .,98.93•in4
9ft Span of Joists
a 16in Distance between joists
Loads
DL 5psf Dead Load
LL:= 100sf Live Load
w = DL•a Dead load per ft Ibf
ft
W11:= LL•a Live Load per ft 1bf
u�= P wtt=�133.33;,,ft
Maj (wu+ wtt)•L2 Max Bending Moment
:_
8
.Maj= 1418-IV-ft
Vaj
(Wat+ wn)•L Max Shear Force
2
Val' 6301bf
-Max bending stress:
Maj
a fbj Si
"fbj.-795 psi`
f
r I
G2 Consulting Group, Inc. Job: ROBINET
ROBERT T.GARCIA, P.E Sheet No: In of
9725 S.W.4 th TERR. Calc.by:J Date 11/30/16
Miami, FL 33174 Check by:JM Date:11/30/16
LIC#51370,CA 25882
-Max shear stress
V
f�:= 3- aj
2 Aj
f� 68 psi s
Allowable stresses for SP No2 (2x6)
Fb = 800psi Tabulated Bending Sress for SYP No.2 , See Table 46, NDS
Fv:= 175psi Tabulated Shear Sress for SYPNo.2,See Table 4B,NDS
'Ewood: 1400ksi Modulus of Elasticity of SP NO 2 (2x6)
Adjustment of Design Values
Load Duration Factor(Normal combination of loads)
'CM:='1.0 Wet Service Factor
.s
Ct T.O Temperature Factor
-CL:= 1.0 Beam Stability Factor
CF. 1 Size Factor
:Cf,,:= 1 Flat Use Factor
_ 1
Ci:=,1 Incising Factor i
Ct:= 1.15 Repetitive Member Factor
Cf.' 1 Form Factor
F'b:= Fb-CD-CM-Ct CL-CF•Cf.-Ci-Ci Cf {
i
F'b 920 psi Allowable Bending Stress
checking:= if(fbj 5 F'b,"ok',"no good"
`checking=!16k1!
' r
G2 Consulting Group, Inc. Job�tOBINET
ROBERT T.GARCIA, P.E Sheet No: of
9725 S.W.4 th TERR. Calc.by:AM—Date:11/30/16
Miami, FL 33174 Check by:JM Date:11/30/16
LIC#51370,CA 25882
• 1
F',,:= FY•CD-CM•Ct-Ci
F,--=,175-psi Allowable Shear Stress
if(f�i <F,r,"ok","no good
checking=it*ok
If'
-Max deflection
,
5 �Wai + Wlt) L4
Omar• 384 E 1. Max Deflection
wood'
t
r
0.149•in
Dallow:= 240 Allowable Deflection
r
Aa11ow.=0.45-4i
control:= if " " • ' "n". "
max_<Dallow,"ok ,"not good") contir'rol= ok
Use : 2x10A16" ioisi SP'No 2 PT
,
r
G2 Consulting Group Inc. Job:ROBINET
Joaquin Montesino. P.E. Sheet No.-R-of
9725 SW 4 th TERR. Calcul by:jm Date:11/30/16
Miami, FL 33174 Checked by:jm Date:11/30/16
LIC#69969,CA 25882
DESIGN UVD�LEDGER
Design wood ledger
L:= 9ft Tributary Span
gravity raviy : Gdj.u:=_110psf
g L x G�p wg=495`x.1bf d:= 9.25in
2 ft
Uplft : "UPzonet lopsf Zone I
L x UPzonel
'uplift
2 1bf
w,puft=,45 x ,ft
Wmax max(wg,Wap ) ;wm2f=495 x libf b
ft
e '
Using : c0cLIK LEDGER
USE 5/8" DIAM.BOLT '
(from NDS 2005 table8.2E)
diem:='625in diameter of bolts
tm:=.4in Embedment depth in concrete
is 25in Side member 51Ze : (2-2xG)
G :0.55
13carinci capaaty of bolts
bolt perp. to grain.
Spacing of bolts on ledger(max)
6701bf
capmsa== capm,=16.242 x in
Wmaa
Use : spacing:= 16in Bolts distance
USE 2-2x 10 CONT WD LEDGER 5YP#2 PT
r
G2 Consulting Group Inc. Job:ROBINET
Joaquin Montesino. P.E. Sheet No. 41 of
9725 SW 4 th TERR. Calcul by:jm Date:11/30/16
Miami, FL 33174 Checked by:jm Date:11/30/16
LIC#69969,CA 25882
Combined Shear 8 Tension for HILTI ;e :- 3n
Kwik Bolt 3 :p,:=
Va= wma:x spacing 5/8"�x T' Hilti Kwik Bolt 3
FROM hilts Catalog noa
Ma:= V.x e, Ma=0.2 x kip x ft Alowable shear&tension in Concrete
Ten51on on anchor: f
V 4 88Ki 2 87Kip
TS
,L:=
Ha T=0.428 x Kip
(2d)
4
Taa:= T Tua=0.428 x Kip
Va
IF< 1 OK! Otherwise revise 5pacing or anchor 51ze
VB
i
. I
TUB
=0.149 IF< 1 OK! Otherwise reW5e spacing or anchor Size
TS
Steel—Stress:_ VaTOn
V.,x0.7 + TSx0.7
Steel—Stress =0.406
Combined_Check:= if(Steel—Stress 51,"OK" ,"NOT GOOD.REVISE ANCHORS")
Combined Check="OK"
a
TABLE 1
JOIST SUPPORTS General Notes:
1. Steel shall conform to ASTM A653, SS grode 33, min, yield 33 ksi,
18 G NVJH JOIST SUPPORTS Allowable loads(lbs) min, tensile strength 45 ksi and min, galvanized coating of G 60 per
Product e�' joist Double �n9fQ Fasteners aa,Y,e•e.,00x WM L.m.uox ASTM A653.
Header Header oewr
Code w H as $12° sue St!° H° H n ° Joists "`°„' '" , "'• 2. Allowable foods and fasteners are based on NDS 2005/2012.
2-2:4 2.4
NVJH24 1 33(, 3 2x6 2-24 Zx6 6-10d e-t2d.Ur 4-10d x NP 744 744 -
3. Design loods ore for S. Pine, specific gravity 0.55. Design loads
NVJH26 1% 5 3 2z8 2-2.6 he 10-10d ,a-tod., e-tod.lir 1240 1240 e2t for other species shall be adjusted per NDS 2005/2012.
2x8 2-2x6 2x6
2x8 2-2x8 2.0 _ 4. Allowable uplift loods have been adjusted for load duration factor
Nvw2e 1 63, 3 2x12 2-2x12 2x10 14-10d t.-toe.117-10d.1jr 1736 1736 1078
2x12 2-242 202 CD of 1.6. Allowable gravity foods hove been adjusted for CD values
of 1:0, per table 2.3.2 of NDS 2005/2012. Design loads do not
include 33% increase for steel and concrete.
5. Concrete in Tie beams shall be min, of 2500 psi. Concrete
Mosonry, Grout and mortar in concrete masonry shall be min, of
StnHeader 3` Double Header 1500 psi. Concrete masonry shall comply with ASTM C90.
2x1y�• �-'"�''� 2-2x 6. Combined load of Uplift, Lt and L2 shall sotisfy the following
-� equation.
• 1Y1 Actual U + _Actual -Ci + _Actual L2 <=1.0
Allowable"Upliplift Affo—wa-ale-0 AllowableL2
o 7. Allowable loads ore based on 1)�" thick wood members unless
0
otherwise noted.
joist
.btsl 8. All designs Conform to FBC 2010 and 2014.
• unootwY xeNelveo
D.14b sl,�wibd,st�ksl4s
Aape�orNe o1
1 t Y4VM N.TOLAT.PE(CIM
FL.REG.012847
15125 LAN=CREEK LANE
•
• t HOUSTON.TX 77088
H •• t ,40 j�u— V ue rneesuies,m2.
_ • t � NV.M 26 as shown 1069-1068 Seat Sp Sblal
t NVJH 24 dt 28 Hislesh,Blorlda33D18
sir ere but with (906169{'0�8d
85 dilferenl hilae. �q
J ,L,'✓J NVJH JO1ST SUPPORTS
UP
!� DWO N: Shoot: LAts�
Atx016,8216
Deep Seat Truss Anchor..They are designed to resist lateral and uplift forces. Holden Double Strap Riveted Truss Anchor..They are designed of 14 gauge steel
The strap is made of 14 gauge steel and the seats of 20 gauge steel. plates to resist lateral and uplift forces. The seats are made of 20 gauge steel.
UPLIFT
UPLIFT
..m =
M-f-tpYlt b
W F 2�w
aim
Assembly Dimension Total No. Total of AasemD' Total No. Total No.of
Product H of Fasteners Fastenersrs in Allowable Loads(lbs) blY nnensioa
Code (inches) in Strap 20 GA.Sent Product H of Festeners Fasteners m Allowable Loads Ohs)
l Od x lir" 10d x iy4" UPl i Ll L2 Code (inches) in two Straps 20 GA.Seat s s 6 6
IQd x 1 10d x l%" Uplift UPliit L1 L2
NVSTA12 12 5 6 1046 700 1049 ;y Al212 10
6 6 114 6 1506 1766 1050 1450
1 760 1144 12 6 1695 1987 1181 1631
NVSTAI6 16 NVfiTA16 16
7 6 1236 823 1239 14 6 1883 2208 1312' 1812
NVSTA20 20 8 6 1331 887 1335 NVHTA20 20 16 6 2071 �24291444 E2175
94�T.� 22 9 6 1426 950 143018 6 2259
NVHTA22 22
Notes:
NVSTA24 24 NVHTA24 44 1. Nails are necessary in snaps and seat to achieve,desing loads.
2. See note 6,sheet I far combined loading.
3. Nails through chords shall not force the truss plates.
4. For gencral notes,we sheet 1.
5. For higher uplift loads,coneaete shall be 3000 psi.
6. Based on min.2500 psi concrete.
VIPIN N.TOLAT,PE(CIVIL)
FL.BEG.#12847 Nu—Vue redusuim ha;.
FROWILT R8Vf8aD 15123 LANTERN CREEK LANE 1053-1059 East 29 Seteet
rMSED atria HOUSTON,TX 77068 Hialeah,Florida 33013
(305)694-0397
aOO � a
Wig Fax:(305)694-0398
TRUSS AND TOP PLATE ANCHORS
Cta+a"1 Z 5 L 1'6 DWG M. Sheet: Datr. Revisiams:
T — NU-1 2 of4 Feb 18,2008 Jan.25,2016
l