RC-14-161 (2)Miami Shores Village
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795.2204 Fax: (305) 756.8972
INSPECTION'S PHONE NUMBER: (305) 762.4949
BUILDING
PERMIT APPLICATION
Permit Type: BUILDING
JOB ADDRESS: COO N'E. 95?"t S+
JAN 2 9 (.0 ri
FBC 20t0
Permit No.
Master Permit No. L
ROOFING
City: Miami Shores County: Miami Dade Zip: 3313S)
Folio/Parcel #:
Is the Building Historically Designated: Yes NO iC Flood Zone:
OWNER: Name (Fee Simple Titleholder): Opp-'( L 1u/� P-055 Phone#: 305- X75 31977
Address: k0 &(4 K\ ct g - SC--
City: VIA i 4114. 1k4') state:
Zip: 3- (3V
Tenant/Lessee Name: Phone #: 3- Z 4- 4`211
C ®Sae - @ 3ma- yY)
Email:
CONTRACTOR: Company Name: Al a - ' .-, °R'a-A s c- • Phone #: . VE1 r Ce`1,19
Address: i.4'37o .5 ZR-19. S+
City: °i c -�ez State: - • Zip: 53 '
Qualifier Name: C t -- 'L." '-- Phone #:
State Certification or Registration #: ��e..--16 464376 Certificate of Competency #:
Contact Phone#: Email Address: e t rrca,c Z 7,12.1(4. tkoc' t Al c.._ - C
DESIGNER: Architect/Engineer Phone #:fin-
Value yof Woi; k for this Permit $ ; 11U� -- Square/Linear Footage of Work '000. 0 0
Type of Work: Addition I�JAlteration New . a9Repair/Replace Demolition
Description of Work: 'C— 4- 62-P-off " -<
Color thru tile:
** *** **, x, x****** **** ** * ************ * ****F ****, ***** six *** * ***** **** **************** ***
Submittal Fee $ S0 ' `I° Permit Fee $ CCF $ CO /CC $
Scanning Fee $ Radon Fee $ DBPR $ Bond $
Notary $ Training/Education Fee $ Technology Fee $
Double Fee $ Structural Review $
TOTAL FEE NOW DUE$ 1 ,1D29.
Bonding Company's Name (if applicable)
Bonding Company's Address
City State Zip
Mortgage Lender's Name (if applicable) U s ertkr
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 hi
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulatin;
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS,
WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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 bro ure will be delivered to the person
whose property is subject to attachment. Also, a certified copy of the recorded notice of comet >- ~F t must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. .abse ce of such posted notice, the
inspection will not be approved and a reinspection fee will be charged.
Owner or Agent ontractor
The foregoing instrument was acknowledged before me this The f regoing nt was acknowl • be ore me this
day of __ , 201 , by 1 i , day of 20 , by i " ,1 ( ()a 7i
rson . t y known to me or < ho has produced who is personally known to lIO or who has produced
id- fication and who did take an oath. as id
NOTARY
Sign:
Print:
My Commission Expires:
CRISMARYPASCARELIA
MY CO 1 ISSION # FF 018629
EXPIRES: May 26, 2(n7
T Peak Um ¢ere
* * * * * * * * * * * * * * * * * * * * * * * * * * **
APPROVED BY
NOTARY
Sign:
Print:
CRISNMRY PASCARELLA
MY CC 4 kMISSION # FF 018629
EXPIRES: May 26, 20t?
Boded Tluu Notary PuUio Linderontern
My Commission Expires: 5
***************** ********* ***** ********** **** x*********************
Plans Examiner Zoning
Structural Review Clerk
(Revised 3 /12/2012)(Revised 07 /10 /07)(Revised 06/10/2009)(Revised 3/15/09)
I 4— ite
CESAR M. CANO A.I.A.
a r c h i t e c t
Letter
Tuesday, March 25, 2014
To: Village of Miami Shores
Building Department
10050 N.E. 2 Ave
Miami Shores, FL 33138
Re: 640NE98St
Miami Shores, FL 33138
Dear Sir.
CE1 VE1D \
APR 0 9 2014
Aka
4906 Campo Sano Ct.
Coral Gables, FL 33146
Phone (305) 740 7929
Fax (305) 740 7929
After inspecting the trench done on the 8" c.m.u. wall for the installation of the plumbing lines, I request that those
french need to be filled with grout (minimum 3,000 psi) after all the plumbing lines are installed. Provide a sleeve
around the copper lines to isolate copper from concrete.
Should you have any questions, or need additional information, please do not hesitate to contact me.
Sincerely
Cesar M. Cano
Cesar M. Cano A.I.A.
State of Florida
Registration # 4929
Page 1 of 1
A..
CESAR M. CANO
architect
7-CEIIVED
MAR 1g4
STRUCTURAL CALCULATIONS
INTERIOR REMODELING
RESIDENCE LOCATED AT 640 NE 98 ST
MIAMI SHORES, FL
4906 Campo Sano Ct.
Coral Gables, FL 33146
Phone (305) 740 7929
Fax (305) 740 7929
6.)4o! 1-;
SL;3,,EC7:
z„—.).^;.•.7D 3v:
3/341
604
0-t t:?;
\L. 3-460 uo
-ir 12
iN 0 11/4) E EDO LT
to
uti..)11 ty%0d)t--
-I OiQ /Pi
if• r
J• or
B01.1
• •■-• 4.4,4
a.„ L-r c A PI:
fi
ALL AO t...0 AO —
0 2 0 LqPI X -
1.3(avIP<:.
POJCT: (44 0 N T
DACE \O.
OES CAED BY:
6 )( 14 7 E)
0-1411 e";
its% o E.: &our
i 0 2 0 (
t2- V!,
—or
GOO
I 1st •LL.
\1)
A PA rrY
'.:1° '14
ALL.) Lb A.0 L iJ) AC — 2 i
,; 0 20 Lqpi x . z- 36•:)tt,
1.3(oVIP4
spBeam v3.11 - StructurePoint 03 -13 -2014, 07 :19:29 PM
Licensed to: TC. TC. License ID:
Page 1
000000
00 00
00000 000000 00 00 00000 00000 0 0000000000
00 0 CO 00 00 00 00 00 0 00 CO 00 00
00 00 00 0000000 00 00 000000 00 00 00
00000 00 00 00 00 00 00 00 00 00 00 00
00 000000 00 00 00000 00 00 00 00 00
0 00 00 00 00 00 0 00 00 00 00 00
00000 00 0000000 00000 00000 0 00 00 00 (TM)
mmaammmmmmm= mmmmmmmmmm mamammmmm mmmmammmmmmmmammmmmmmaammmm mmammmmm mm mmam =mmmmmmamm=maammmmma,aaamm
spBeam v3.11 (TM)
A Computer Program for Analysis, Design, and Investigation of
Reinforced Concrete Beams and One -way Slab Systems
Copyright 1992 -2009, STRUCTUREPOINT, LLC
All rights reserved
mmmamm mmammmmam mammammmmmmmmmaammmmmamammmaaa= === mmmmmmmmmmmm mmm mmmamammmmmmm =mmm =mmmmmmaaammmm
Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot
be responsible for either the accuracy or adequacy of the material supplied as input
for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes
any warranty expressed nor implied with respect . to the correctness of the output prepared
by the spBeam program. Although STRUCTUREPOINT bas endeavored to produce spBeam error free the
program is not and cannot be certified infallible. The final and only responsibility for
analysis, design and engineering documents is the licensee's. Accordingly,
STRUCTUREFOINT disclaims all responsibility in contract, negligence or other tort for any
analysis, design or engineering documents prepared in connection with the use of the spBeam
program.
ammmmm= mamma.=.. mmmmmmammmmma,ammmmmmmm======ma season==.=== == mmam asammmaa mmmamamm mm=mmam®mmmmmmmmmamammamcammsmo
(1) INPUT ECHO
mania mani==a mmmmamm= mmam mm===aaaas m=mm mmmm mmmmmma mma nmmmmmmmmmmamammmmmaxammmmmca momma :vmmomenmmammsamaammmmammmmmmmm
General Information
mmmammmmam=mmmmmmmm
File name: P: \2014 \Harry Sanchez \640 NE 98ST \CALCLS \EXISTING TB (14' SPAN).01b
Project: 640 NE 98 ST
Frame: EXISTING TB (14' SPAN)
Engineer:
Code: ACI 318 -08
Reinforcement Database: ASTM A615
Mode: Design
Number of supports = 2
Floor System: One- Way /Beam
Live load pattern ratio m 100*
Deflections are based on cracked section properties.
In negative moment regions, ig and Mcr DO NOT include flange /slab contribution (if available)
Long -term deflections are calculated for load duration of 60 months.
25* of live load is sustained.
Compression reinforcement calculations NOT selected.
Default incremental rebar design selected.
Moment redistribution NOT selected.
Effective flange width calculations NOT selected.
Rigid beam - column joint NOT selected.
Torsion analysis and design NOT selected.
Material Properties
===moan= =aa=3=mmmmm
SlabsiBeams Columns
we m 150 150 ib /ft3
f'c a 3 3 ksi
Ec m 3320.6 3320.6 ksi
fr m 0.41079 0.41079 ksi
fy m 60 ksi, Bars are not epoxy- coated
fyt m 60 ksi
Es 29000 ksi
Reinforcement Database
mm======mmmmmm========
Units: Db (in), Ab (in"2), Wb (ib /ft)
Size Db Ab Wb Size Db Ab Wb
#3 0.38 0.11 0.38 #4 0.50 0.20 0.67
#5 0.63 0.31 1.04 #6 0.75 0.44 1.50
#7 0.88 0.60 2.04 #8 1.00 0.79 2.67
#9 1.13 1.00 3.40 #10 1.27 1.27 4.30
#11 1.41 1.56 5.31 #14 1.69 2.25 7.65
#18 2.26 4.00 13.60
spBeam v3.11 ° StructurePoint 03 -13 -2014, 07:19:29 PM
T.inaneeA tn. mr mr T.inanao TD:
Page 2
- Span Data
Slabs
Units: Li, wL, wR (ft); t, Hmin (in)
Span Loc Li t wL wR Hmin
1 Int 15.000 0.00 0.333 0.333 0.00
Ribs and Longitudinal Beams
Units: b, h, Sp (in)
Ribs
Span
h
SP
Beams _Span
b h Hmin
1 0.00 0.00 0.00 8.00 14.00 11.25
Support Data
ro=om ®¢¢mamma=
Columns
Units: cia, c2a, clb, c2b (in); Ha, Hb (ft)
Supp cia c2a Ha clb c2b Hb Red%
1 0.00 0.00 0.000 12.00 8.00 10.000 0
2 0.00 0.00 0.000 12.00 8.00 10.000 0
Boundary Conditions
Units: Kt (kip /in); !try (kip- in /rad)
Supp Spring Kz Spring Kry Far End A Far End B
1 0 0 Pinned Pinned
2 0 0 Pinned Pinned
Load Data
Load Cases and Combinations
Case SELF Dead Live
Type DEAD DEAD LIVE
U1 1.200 1.200 1.600
Line Loads
Units: Wa, Wb (1b/ft), La, Lb (ft)
Case /Patt Span wa
La Mb :,b
SELF 1 116.67 0.000 116.67 15.000
Dead 1 375.00 0.000 375.00 .5.000
Live 1 375.00 0.000 375.00 15.000
Live /Odd 1 375.00 0.000 375.00 15.000
Live /S1 1 375.00 0.000 375.00 15.000
Live /32 1 375.00 0.000 375.00 15.000
Reinforcement Criteria
Slabs and Ribs
Top bars_ Bottom bars
Min Max Min Max
Bar Size #3 #8 #3 #8
Bar spacing 1.00 18.00 1.00 18.00 in
Reinf ratio 0.14 5.00 0.14 5.00 %
Cover 1.50 1.50 in
There is NOT more than 12 in of concrete below top bars.
Beams
Top bars bars Stirrups
Min Max Min Max Min Max
Bar Size #5 #8 #5 #8 #3 #5
Bar spacing 1.00 18.00 1.00 18.00 6.00 12.00 in
Reinf ratio 0.35 5.00 0.35 5.00 %
Cover 2.00 2.00 in
Layer dist. 1.00 1.00 in
No. of legs 2 6
Side cover 1.50 in
1st Stirrup 3.00 in
There is more than 12 in of concrete below top bars.
spBeam v3.11 StructurePoint 03 -13 -2014, 06:15:59 PM
Licensed to: T[!. Tr. License ID:
Page 3
ama mmma mmaa aamaamaam mam mammmmamamamm mmmaa asmm mmaaa mam aa=amamaaaaama maaaaaa=aa mmamam maamaaaamma=aa=maam=mammmamma=m
(2) DESIGN RESULTS
m esamaa mma ma mmmm= am= mm® ammmmwa mmm= a==®mm mmm======= ma mmmaaa mma mmmamama ma mamaa=m amm= am mmmamamcaaammamammmmamomma =aaaa
Top Reinforcement
========== =maaa ==
Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in "2), Sp (in)
Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars
1 Left 0.67 0.00 0.500 0.000 1.050 0.000 0.000
Middle 0.67 0.00 3.665 0.000 1.050 0.000 0.000
Right 0.67 0.00 6.830 0.000 1.050 0.000 0.000
Top Bar Details
=====.=mmaa =maa
Units: Length (ft)
Left Continuous Right
Span Bars Length Bars Length Bars Length Bars Length Bars Length
1
Bottom Reinforcement
Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in "2), Sp (in)
Span Width Moax Xmax AsMin AsMax SpReq AsReq Bars
1 0.67 9.46 3.665 0.271 1.050 2.576 0.225 2 - #5 *3
NOTES:
*3 - Design governed by minimum reinforcement.
Bottom Bar Details
ammaaamaaamaammmm=
Units: Start (ft), Length (ft)
Long Bars Short Bars
Span Bars Start Length Bars Start Length
1 2 - #5 0.00 7.33
Flexural Capacity
Units: x (ft), As (in "2), PhiMn (k -ft)
Span x AsTop AsBot PhiMn-
PhiMn+
1 0.000 0.00 0.62 0.00 24.48
0.500 0.00 0.62 0.00 24.48
2.716 0.00 0.62 0.00 24.48
3.665 0.00 0.62 0.00 24.48
4.615 0.00 0.62 0.00 24.48
6.830 0.00 0.62 0.00 24.48
7.330 0.00 0.62 0.00 24.48
Longitudinal Beam Shear Reinforcement Required
m mamm[ am =m ======a =aamm================ = =.===
Units: d (in), Start, End, Xu (ft), PhiVc, Vu (kip), Av /s (in "2 /in).
Span d PhiVc Start End Vu Xu Av /s
1 9.69 6.37 1.307 2.486 3.32 1.307 0.0067
2.486 3.665 1.66 2.486 0.0000
3.665 4.844 1.66 4.844 0.0000
4.844 6.023 3.32 6.023 0.0067
Longitudinal Beam Shear Reinforcement Details
mammmmm======aaaama = =mmmmaaaaammmmamaammmamm
Units: spacing & distance (in).
Span Size Stirrups (2 legs each unless otherwise noted)
1 #3 5 @ 4.6 + c -- 28.3 - -> + 5 e 4.6
Beam Shear Capacity
ammmm12===1=ta ==mmmm
Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn, Vu (kip), Av /s (in "2 /in)
Span d PhiVc Start End Av /s Sp PhiVn Vu
Xu
1 9.69 6.37 0.000 0.750 27.08 5.16 0.000
0.750 2.486 0.0475 4.6 27.08 3.32 1.307
2.486 4.844 3.18 1.66 4.844
4.844 6.580 0.0475 4.6 27.08 3.32 6.023
6.580 7.330 27.08 5.16 7.330
Slab Shear Capacity
aa=a==mmmm =aaa =aaam
Units: b, d (in), Xu (ft), PhiVc, Vu(kip)
Span b d Vratio PhiVc Vu Xu
1 - -- Not checked - --
P;OL-CT: (.4 1 0 AI
FLIqc +4 RA & oi !( = pail
j
- 0 L.‘
L1
C 1j7 T
•
to 10 0 er-..)-1 f?
CAL CJ Arious
it.LP
11-k
(AI
f2t. Or-02 C.% ij
s-r A2&
At00 14 t1O A-4 /2f._ fx) f-c) G xe: 05 al H
c--3.7 A- t L.06eitte A L.0
tA p re: itfi
AiLl r_titt-1 r /1 06 47
A -
DL, iobt
1
A7 ei 7. /-1/ '5"` / 0 6: •rs -
O.A:
PRO,;EO7. (‘A C \1 e S CT
:=AGE \O..
LA,
r7 115- IF-t t..4/FT C1410414
24 ';) FT
ir
=
0
Vt.:-.,.b90 6 Lh,
W.-- 20 IS 4.4,
1.1€ c
‘43
Cpx
5/b/i6 144120
POLT,
tip 0/4
1,7 - ij
t4 1
•
(J LPi4 3-45 L4if-7 -
t\kt Lk) tut c NA 145
6‘.6477-
AT-414:r A?)14;
• 12 .07 4:4 in
LOAD o /.331x. aCIOLW'rl = 11 Cl 2. Lb 7 1,26 P 4.< /2 „4-1-
1 07 t•c. 'Pt- A tbk1-4z. (0 ZtLbZiP 2!SP
OL3F 1.60( NI C. OD '5UV P0 Qn ipc. _
Title Block Line 1
You can change this area
using the °Settings° menu item
and then using the °Panting &
Tole Biotic' selection.
Title Block Line 6
Steel Beam
Title :
Dsgnr.
Project Desc.:
Project Notes :
Description : STEEL CHANNEL
Material Properties
Analysis Method : Allowable Stress Design
Beam Bendng : Completely Unbraced
Bending Axis : Major Axis Bending
Load Combination 2006 IBC & ASCE 7 -05
Job #
prafte 3 Mr'VR t'$ 1.'7p51
ENERCALC, INC1813011,Bulltillallt 1/er8.11.823
Df0.2451L(0.188)
•
Fy : Steel Yield :
E Modulus
36.0 ksi
29,000.0 ksi
w
Span =15.0 ft
MCSX15.1
- --Applied Loads_
Beam self eight calculated and added to loads
Uniform Load : D = 0.2450, L = 0.1880 k/ft, Tributary Width =1.0 ft
DESIGN SUMMARY
Ma dmum Bending Stns Ratio =
Section used for this span
Mu : Applied
Mn ! Omega : Allowable
Load Combination
Location of maximum on span
Span # wrhoe maximum occurs
Maximum Deflection
Max Downward L +Lr +S Deflection
Max Upward L +Lr +S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.852: 1
MC8X15.1
12.603 k -ft
14.799 k -ft
+D+L+H
7.500ft
Span # 1
Service load entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio =
Section used for this span
Vu : Applied
Vn /Omega : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0299 in Ratio =
0.000 in Ratio =
0.713 in Ratio =
0.000 in Ratio =
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span# M V Mmax +
602
0 <360
252
0 <240
Design OK
0.137 : 1
MC6X15.1
3.361 k
24.523 k
0.000 ft
Span # 1
Summary of Moment Values
Marlax - Ma - Max Mnx Mnx/Omega Cb
Summary of Shear Valdes
Rm Va Max Vnx Vnx!Omega
+0
Dsgn. L= 15.00 it 1
+D+l-+H
Dsgn.L= 15.00ft 1
+0+0.750Lr+0.750L+H
Dsgn.L= 15.008 1
+040.750L+0.7506+H
Dsgn. L= 15.00 ft 1
+040.7501r40.750L+0.750W9H
Dsgn.L= 15.00 ft 1
4040.750L+0.750S40.750W+H
Dsgn. L = 15.00 ft 1
+0+0.750Lr+0.750L+0.5250E+H
Dsgn. L= 15.00 ft 1
+0+0.750L40.750S+0.5250E4 H
Dsgn. L= 15.00 ft 1
0.494 0.080 7.32 7.32 24.71 14.80 1.14 1.00
0.852 0.137 12.60 12.60 24.71 14.80 1.14 1.00
0.762 0.123 11.28 11.28 24.71 14.80 1.14 1.00
0.762 0.123 11.28 11.28 24.71 14.80 1.14 1.00
0.762 0.123 11.28 11.28 24.71 14.80 1.14 1.00
0.762 0.123 11.28 11.28 24.71 14.:+' 1.14 1.00
0.762 0.123 11.28 11.28 24.71 14.80 1.14 1.00
0.762 0.123 11.28 11.28 24.71 14.80 1.14 1.00
Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max..-" De8 Location in Span Load Combination
1 0.0000 0.000
Vertical Reactions - tinfactored Support notation : Far left Is #1
Loan Combbnatlon _.. ..... __. _ _Su rt 1 _...S..
_ ppon Support 2
S A70mum 3.361- '- " "3'11
0 Only 1.951 1.951
L Only 1.410 1.410
Did 3.361 3.361
1.95
3.36
3.01
3.01
3.01
3.01
3.01
3.01
40.95
40.95
40.95
40.95
40.95
40.95
40.95
40.95
24.52
24.52
24.52
24.52
24.52
24.52
24.52
24.52
Max. " +" Detl Location in Span
0.0000 0.000
Values in KIPS
• spBeam v3.11 StructurePoint 03 -13 -2014, 07:19:29 PM
Licensed to: TC. TC. License ID:
Page 1
000000
00 00
00000 000000 00 00 00000 00000 0 0000000000
00 0 00 00 00 00 00 00 0 00 00 00 00
00 00 00 0000000 00 00 000000 00 00 00
00000 00 00 00 00 00 00 CO 00 00 00 00
00 000000 00 co 00000 00 00 no 00 00
o oo 00 00 00 00 0 no 00 00 00 00
00000 00 0000000 00000 00000 0 00 00 00 (T14)
am mmaamaaaaammm ammm am aaa as na assmaa maaanaaa nnaaa aasa mamaamm ammmaaamxaama mamammasaaammammamaamaamma
spBeam v3.11 (TM)
A Computer Program for Analysis, Design, and Investigation of
Reinforced Concrete Beams and One -way Slab Systems
Copyright 1992 -2009, STRUCTUREPOINT, LLC
All rights reserved
amm sammsm mma mmsaasaaaaaaaa as aaaasaaa aaamas mmanmaanaaaa asaa maa amaam a aamaaaaaamaaaaacmmasmaammmaamma
Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot
be responsible for either the accuracy or adequacy of the material supplied as input
for processing by the spBeam computer program. Furthermore, STRUCTUREPOINT neither makes
any warranty expressed nor implied with respect - to the correctness of the output prepared
by the spBeam program. Although STRUCTUREPOINT has endeavored to produce spBeam error free the
program is not and cannot be certified infallible. The final and only responsibility for
analysis, design and engineering documents is the licensees. Accordingly,
STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any
analysis, design or engineering documents prepared in connection with the use of the spBeam
program.
snaaaaaaamaammsaasmma mammmmasmammasaaaaaaaaamsanammammanmsaaaasaammmmmaxmmmamaaaaaaammasasasasamammmasaasamsaxxaanaax
[1] INPUT ECHO
aaamcmmmammmmmaaamm moan. smaaama sma aasmaaaammaasamaasa mmmm maamaaasaa maaaaasaxamavasaa aaaaaaaaaaaaammaaaaaasmasasaxcas
General Information
masasmsamammmmmmaam
File name: P: \2014 \Harry Sanchez \640 NE 98ST \CALCLS \EXISTING TB (14' SPAN).slb
Project: 640 NE 98 ST
Frame: EXISTING TB (14' SPAN)
Engineer-
Code: ACI 318 -08
Reinforcement Database: ASTM A615
Mode: Design
Number of supports a 2
Floor System: One -Way /Beam
Live load pattern ratio a 100*
Deflections are based on cracked section properties.
In negative moment regions, Ig and Nor DO NOT include flange /slab contribution (if available)
Long -term deflections are calculated for load duration of 60 months.
25* of live load is sustained.
Compression reinforcement calculations NOT selected.
Default incremental rebar design selected.
Moment redistribution NOT selected.
Effective flange width calculations NOT selected.
Rigid beam- column joint NOT selected.
Torsion analysis and design NOT selected.
Material Properties
maxmanmmaamaasmsmaas
Slabs IBeams Columns
we a 150 150 lb /ft3
f'c m 3 3 ksi
Ec m 3320.6 3320.6 ksi
fr a 0.41079 0.41079 ksi
fy a 60 ksi, Bars are not epoxy- coated
fyt a 60 ksi
Es a 29000 ksi
Reinforcement Database
mmammmaaaaamsaamamamaa
Units: Db (in), Ab (in"2), Wb (lb /ft)
Size Db Ab Wb Size Db Ab Wb
#3 0.38 0.11 0.38 #4 0.50 0.20 0.67
#5 0.63 0.31 1.04 46 0.75 0.44 1.50
#7 0.88 0.60 2.04 #8 1.00 0.79 2.67
#9 1.13 1.00 3.40 #10 1.27 1.27 4.30
#11 1.41 1.56 5.31 #14 1.69 2.25 7.65
#18 2.26 4.00 13.60
spBeam v3.11 StructurePoint 03 -13 -2014, 06:15:59 PM
Licensed rn• 't'n en TA -----
Page 2
- Span Data
Slabs
Units: Li, wL, wR (ft); t, Hmin (in)
Span Lot L1 t wL wR Hmin
1 Int 7.330 0.00
Ribs and Longitudinal Beams
Units: b, h, Sp (in)
Ribs
Span b
h
Sp
0.333
0.333 0.00
Beams Span
b h /min
1 0.00 0.00 0.00 8.00 12.00 5.50
Support Data
®ascmaa===.0
Columns
Units: cla, c2a, c7.b, c2b (in); Ha, Hb (ft)
SuuP cla c2a Ha c3.b c2b Hb Red%
1 0.00 0.00 0.000 12.00 8.00 10.000 0
2 0.00 0.00 0.000 12.00 8.00 10.000 0
Boundary Conditions
Units: Kz (kip /in); Kry (kip- in /rad)
Supp Spring Kz Spring Kry Far End A Far End B
1 0 0 Finned Pinned
2 0 0 Pinned Pinned
Load Data
==st=asis==
Load Cases and Combinations
Case SELF Dead Live
Type DEAD DEAD LIVE
Ul 1.200 1.200 1.600
Line Loads
Units: Wa, Wb (lb /ft), La, Lb (ft)
Case /Patt Span Wa
La Wb Lb
SELF 1 100.00 0.000 100.00 7.330
Dead 1 460.00 0.000 460.00 7.330
Live 1 460.00 0.000 460.00 7.330
Live /Odd 1 460.00 0.000 460.00 7.330
Live /S1 1 460.00 0.000 460.00 7.330
Live /S2 1 460.00 0.000 460.00 7.330
Reinforcement Criteria
===== ma ====mammsaassea
Saabs and Ribs
Top bars_ Bottom bars
Min Max Min Max
Bar Size #3 #8 #3 #8
Bar spacing 1.00 18.00 1.00 18.00 in
Reinf ratio 0.14 5.00 0.14 5.00 8
Cover 1.50 1.50 in
There is NOT more than 12 in of concrete below top bars.
Beams
_Top bars Bottom bars_ Stirrups
Min Max Min Max Min Max
Bar Size #5 #8 #5 #8 #3 #5
Bar spacing 1.00 18.00 1.00 18.00 6.00 12.00 in
Reinf ratio 0.35 5.00 0.35 5.00 8
Cover 2.00 2.00 in
Layer dist. 1.00 1.00 in
No. of legs 2 6
Side cover 1.50 in
1st Stirrup 3.00 in
There is more than 12 in of concrete below top bars.
. spBeam v3.11 a StructurePoint
LicPnged to:.TC. TC. License ID:
03 -13 -2014, 07 :19:29 PM
Page 3
======== a===== mma amm==.=== az amaaaam12===== a======== m===== m=============a==== .= === ====, =a =ma =ass =es === =aaaam =mam====a
[2] DESIGN RESULTS
__________________ = = = = =a =a=========cs==== =m=am=a = === = == =ac=e= = = =12 = ==== ass = ===== ====12 = = = ==___________== == =mesa=====s==
Top Reinforcement
Units: Width (ft), Mmax (k -ft), Xmax (ft), As (in "2), Sp (in)
Span Zone Width Mmax Xmax AsMin AsMax SpReq AsReq Bars
1Left
Middle
Right
Top Bar Details
aaaa == = = = = =____
0.67
0.67
0.67
0.00 0.500
0.00 7.500
0.00 14.500
0.000
0.000
0.000
1.267
1.267
1.267
Units: Length (ft)
Left Continuous
Span Bars Length Bars Length rBars Length
1
Bottom Reinforcement
0.000
0.000
0.000
0.000
0.000
0.000
Right
Bars Length Bars Length
====12 = = = == = = ==mm5===
Units: Width (ft), Mmax (k-ft), Xmax (ft), As (in "2), Sp (in)
Span Width Mmax Xmax AsMin AsMax SpReq
AsReq Bars
1 0.67 33.47 7.500 0.325 1.260
Bottom Bar Details
==12=====__________
Units: Start (ft), Length (ft)
Long Bars Short Bars
Span Bars Start Length Bars Start Length
1 2 - #6 0.00 15.00
Flexural Capacity
Units: x (ft), As (in "2), PhiMn (k -ft)
Span x AsTop AsBot PhiMn- PhiMn+
1 0.000 0.00 0.88 0.00
0.500 0.00 0.88 0.00
5.400 0.00 0.88 0.00
7.500 0.00 0.88 0.00
9.600 0.00 0.88 0.00
14.500 0.00 0.88 0.00
15.000 0.00 0.88 0.00
Longitudinal Beam Shear Reinforcement Required
40.91
40.91
40.91
40.91
40.91
40.91
40.91
2.487 0.702 2 - #6
_____ = = = = === =ae, == =1212== =12== =ass= ==a=ss=====_____
Units: d (ia), Start, End, Xu (ft), Phivc, Vu (kip), Av /s (in "2 /in)
Span d PhiVc Start End Vu Xu Av /s
1 11.63 7.64
1.469
3.192
4.915
6.638
8.362
10.085
11.808
3.192
4.915
6.638
8.362
10.085
11.808
13.531
Longitudinal Beam Shear Reinforcement Details
7.18
5.13
3.08
1.03
3.08
5.13
7.18
1.469
3.192
4.915
6.638
10.085
11.808
13.531
Units: spacing a distance (in).
Span Size Stirrups (2 legs each unless otherwise noted)
1 #310 0 5.3 + c -- 62.0 - -> + 10 a 5.3
Beam Shear Capacity
1213 = = =12== =maa = =m = ===
Units: d, Sp (in), Start, End, Xu (ft), PhiVc, PhiVn,
Span d PhiVc Start End Av /s
0.0067
0.0067
0.0000
0.0000
0.0000
0.0067
0.0067
Vu (kip), Av /s (in "2 /in)
Sp PhiVn Vu
Xu
1 11.63 7.64 0.000 0.750
0.750 4.915 0.0418
4.915 10.085
10.085 14.250 0.0418
14.250 15.000
Slab Shear Capacity
Units: b, d (in), Xu (ft), PhiVo, Vu(kip)
Span b d Vratio PhiVc
5.3
5.3
29.52
29.52
3.82
29.52
29.52
Vu Xu
8.93
7.18
3.08
7.18
8.93
0.000
1.469
4.915
13.531
15.000
spBeam v3.11 a StructurePoint 03 -13 -2014, 07:19:29 PM
° Licensed to: TC, TC, License ID:
Page 4
1 - -- Not checked - --
Deflections
aamm,aa�aano
Section properties
Units: Ig, Icr, Ie (in "4), Mcr, Mmax (k -ft) Load Level
Ie,avg Dead Dead +Live
Span Dead Dead +Live Zone Ig Icr Mcr Mmax ie Mmax Ie
1 945 677 Middle 1829 617 8.95 13.83 945 24.38 677
Maximum Instantaneous Deflections
Units: D (in)
Span Ddead Dlive Dtotal
1 0.178 0.261 0.439
'Maximum Long -term Deflections
Time dependant factor for sustained loads = 2.000
Units: D (in)
Span Dsust Lambda Dcs Dcs +lu Dcs +1 Dtotal
1 0.244 2.000 0.487 0.683 0.748 0.926
Material Takeoff
===== === == ======
Reinforcement in the Direction of Analysis
Tap Bars: 0.0 lb <=> 0.00 ib /ft <_> 0.000 lb/ftA2
Bottom Bars: 45.1 ib a => 3.00 lb /ft < => 4.506 lb/ftA2
Stirrups: 20.1 lb => 1.34 lb /ft c => 2.005 lb/ftA2
Total Steel: 65.1 ib a => 4.34 lb /ft a => 6.511 lb/ftA2
Concrete: 11.7 ft "3 <m> 0.78 ftA3 /ft <_> 1.167 ftA3 /ft"2
Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795 -2204 Fax: (305)756 -8972
Inspection Number:INSP- 213950 Permit Number: RC -1 -14 -161
Scheduled Inspection Date: June 12, 2014
Inspector: Naranjo, Ismael
Owner: ROSS, IAN
Job Address: 640 NE 98 Street
Miami Shores, FL 33138-
Project: <NONE>
Contractor: GILNIK ENTERPRISES INC
Permit Type: Residential Construction
Inspection Type: Final Building
Work Classification: Alteration
Phone Number (305)979 -3879
Parcel Number 1132060171820
Phone: (305)283 -9793
Building Department Comments
REMODEL KITCHEN AND MASTER BATHROOM
Infractio Passed Comments
INSPECTOR COMMENTS
False
Passed
Failed
Correction
Needed
Re- Inspection
Fee
No Additional Inspections can be scheduled until
re- inspection fee is paid.
Insp tor Comments
g /i
1-0
c-fAi
gi
June 11, 2014
For Inspections please call: (305)762-4949
Page 18 of 23
S
Certificate of Completion
Miami Shores Village
10050 NE 2 Ave, Miami Shores FL, 33138
Tel: 305 -795 -2204 Fax: 305 -756 -8972
Building Inspection Department
This certificate issued pursuant to the requirements of the Florida Building Code 106.1:2 certifying that at the time of issuance this structure was in
compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following:
Permit Type RESIDENTIAL CONSTRUCTION Bldg. Permit No. RC-1 -14-161
Owner IAN ROSS Contractor GLINIK ENTERPRISES INC
Subdivision/Project NONE Date Issued 06/13/2014
T Occupancy
Construction Type V -B Load R -3
Square Footage 1000 Occupancy SINGLE FAMILY HOME
Description of Applicable
Work Interior remodel and relocation of 2010 FLORIDA BUILDING
kitchen, remodel master bathroom. code
Location
640 NE 98 ST
Miami Shores FL 33138
Ismael Naranjo, CBO
Not Transferable
POST IN A CONSPICUOUS PLACE
NOTE: ALL SHEET MUST BE REVIEWED
MIAMI -DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES
Herbert S. Saffir Permitting and Inspection Center
11805 SW 26th Street (Coral Way) • Miami, Florida 33175 -2474 • (786) 315 -2000
APPLICATION FOR MUNICIPAL PERMIT APPLICANTS
THAT REQUIRE PLAN REVIEW FROM MIAMI -DADE FIRE RESCUE
AND /OR ENVIRONMENTAL SERApF�SGI
L
PROVIDE MUNICIPAL PROCESS NUMBER HERE °
LOCATION OF
IMPROVEMENTS
Job Address W4® n - i9e)
CONTRACTOR
INFORMATION
Contractor NoC ®`06.0
Last four (4) digits of •. of e No. 4 , ,ter
Folio AP' ,o, e) --- 1g):2#2,
Contractor Name i ■; ..
Lot Block
Qualifier Na a L� ,. _ - : ',,,r
Subdivision PBpg
ar �'
,,. ,,�
Add r; 1 ..��
7/i
Metes and bounds
�S-
City , ; " ,�: I tate It Zip o.
TYPE OF
IMPROVEMENTS
[ ] New Construction on
�/acant Land
[1,1 Alteration Interior
[ ] Alteration Exterior
[ 1 Relocation of Structure
[ ] Enclosure
[ ] Repair
[ ]Repair Due to Fire
[ ] Demolish
[ ] Shell Only
[ j Addition Attached
[ ] Addition Detached `�
[ ] Re -Roof J
[ ] Foundation Only
[ ] Tent
Current use of property
Description of Work ���� t
°P.-. `i0111 !� r
Sq. Ft. Units Floors
Value of Work Si 000 ®a"
PERMIT TYPE
[+MBLD*
Category
r REVIEW STATUS
[ ] Chg. Contractor
[ ] Re Issue
[ ] Re -Stamp
[ ] Revision
[ ] Not Applicable for
Fire
OWNER'S NAME
Owner .?_1- – ,,
Address
[ ] MELE
City ` ,? _.tate
[ ] MLPG
_Zip
Phone
[ ] MMEC
Last four (4) digits of
Owner's Social Security No.
[ ] FIRE
PERSON TO
PICK UP PLANS
Name :01....r -
ARCHITECT /
ENGINEER
Owner
_
Addre , ~iw40r -, % *.-1 '
Address
City t.LtJ_cci44.. ■ Stat Zip t_
City State Zip
Phone "--7). —
Phone
FIRE SPECIAL
REQUEST PLAN
REVIEW (SRI)
I am requesting a Special Request Plan Review (SRI) to be scheduled as soon as possible at the rate of $190 for the first hour
and $65 per each additional hour in addition to the review fees. Minimum charge one -hour.
1 st Request: Date:
2nd Request: Date:
3rd Request: Date:
PERA OPTIONAL PLAN
REVIEW (OPR)
I am requesting Optional Plan Review (OPR) to be scheduled as soon as possible at the rate of $75 for each discipline.
Additional review fees may apply.
1st Request: Date:
2"d Request: Date:
3rd Request: Date:
123_01 - 182 6/13
BUILDING PERMIT CATEGORIES
CATEGORY DESCRIPTION PERMIT TYPE
BUILDING
01 GENERAL BUILDING - COMMERCIAL MBLD
02 SUB - GENERAL BUILDING - RESIDENTIAL MBLD
08 CANVAS AWNING MBLD
10 COMMUNICATION TOWER MBLD
15 DEMOLITION MBLD
29 METAL AWNING & STORM SHUTTER MBLD
48 SCREEN ENCLOSURES MBLD
55 SWIMMING POOL MBLD
56 TENNIS COURTS (SURFACE PAVING) MBLD
86 TRAILER TIE DOWN MBLD
88 WALK -IN COOLER MBLD
91 MARINAS MBLD
92 LOW SLOPE APPLICATIONS (GRAVEL, SMOOTH
MODIFIED, SINGLE PLY) MBLD
95 SHINGLES (ASPHALT, FIBERGLASS) MBLD
96 SHINGLES (METAL ROOFS/WOOD SHINGLES & SHAKE) MBLD
97 STAGE 2 VAPOR RECOVERY SYSTEM MBLD
99 SOIL IMPROVEMENT MBLD
0100 BULK STORAGE PROPANE TANK MBLD
0101 REMOVABLE STORM PANELS MBLD
0107 TILE ROOF MBLD
0110 WATER MAIN MBLD
0111 SITE PLAN MBLD
0112 INDOOR EVENT/EXHIBIT MBLD
ELECTRICAL
04 FIRE ALARM SPECIALTY MELE
16 SPECIALTY WIRING MELE
38 GENERATORS MELE
LPGX
01 LIQUEFIED PETROLEUM GAS MLPG
02 MISCELLANEOUS MLPG
04 LIQUEFIED PETROL. GAS /STATE MLPG
MECHANICAL
09 ABOVE/BELOW GROUND TANKS/PUMPS
& POLLUTANT STORAGE SYSTEM MMEC
38 COMMERCIAL HOODS MMEC
43 FIRE CHEMICAL MMEC
46 SPRAY BOOTHS MMEC
48 SMOKE CONTROL MMEC
52 RESIDENTIAL ELEVATOR MMEC
FIRE
32
FIRE SPRINKLER FIRE