REV-17-1206 Miami Shores Village
Building Department M 02 00
10050 N.E.2nd Avenue,Miami Shores,Florida 33138 BY:
} ` ( Tel:(305)795-2204 Fax:(305)756-8972
INSPECTION LINE PHONE NUMBER:(305)762-4949
FBC 20 (*-4
BUILDING Master Permit No. 157-I
P MIT APPLICATION Sub Permit No. 0
BUILDING ❑ ELECTRIC ❑-ROOFING /REVISION ❑ EXTENSION ❑RENEWAL
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF [:]CANCELLATION ❑ SHOP i
�j CONTRACTOR DRAWINGS
4
JOB ADDRESS: 16141 HE i3 AVfe
City' Miami Shores County: Miami Dade Zip:
Folio/Parcel#: Is the Building Historically Designated:Yes NO
Occupancy Type: Load: Construction.Type: Flood Zone: BFEG: / FFFFE�:
OWNER:Name(Fee Simple Titleholder)a�1�.0- ���Ci Q S Phone#: - I h'(D- l�� o-9
Address:
City: State: Zip:
Tenant/Lessee Name: Phone#:
r �
Email: f�
CONTRACTOR:Company Name: Phone#:7A
Address: -71 IS
r City:��'T State: rlZip:f 7JI
"1��
Qualifier Name:�.T Phone#:
State Certification or Registration#: M-11400147 Certificate of Competency#:
DESIGNER:Architect/Engineer: Phone#:
( Address: City: State: Zip:
tDo
• Value of Work for this Permit:$ '7015-03 S quare/Linear Footage of Work:
Type of Work: ❑ Addition ❑ Alteration ❑ New` ❑ Repair/Replace ❑ Demolition
Description of Work:
sig
Specify color of color thru tile:
Submittal Fee$ 9 Permit Fee$ 1 rf1 , 0_3 CCF CO/CC$
Scanning Fee$ 4 • ozv. Radon Fee 1$ �;•� DB �'` Notary$
i
j Technology Feed$ O - Training/Education Fee$ Double Fee$ 0
r Structural Reviews o Bond$ ^K/
TOTAL FEE NOW DUE$ -! GO
- i
(Revised02/24/2014)
I
E
f
` e
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 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.....
i
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
RESULTIN 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."
r
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 f e will be charged. 1
Signature Signature^
OWN o G T CONTRACTOR
1
I The foregoing i stru ent was ackn dged before me this The foregoing instrument was acknowledged before me this
0 2 day,o 20_ : byy day of 04 20 by
�V-bUNA�R��ho personally knownptookili�ON- L ho is personally known to
me or who has produced -L- �I �1 Pi (`a� '- SYle�fr who has produced :Et -C�k-K;9 LI�Nktvdl
identificat' n and who did take an oath. identification and who did take an oath.
NOTARY U IC: NOTARY
Sign: Sign:
Print:' Print: Sl N-t)
Seal: ?` 04 '
Notary Public State of Florida Seal:
f r�_? `' Sindia Alvarez p NO)
09"ye Notary Public State of Florida
,oa My Commission FF 156750 } Sind
ia Alvarez
V ll Expires 09/03/2018 pMy Commission FF 156750
y Expires 0910312018
� Iy J
APPROVED BY lI fans Examiner "` Zoning
Structural Review Clerk
(Revised02/24/2014)
3
i
1 +i
US STRUCTURAL DESIGN LLC
CONSULTING ENGINEERS
7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016
T. 305.512.5860 F. 305.512.5861
www.optimussd.com
i ►
i
ALMEIDA - BARRANTES RESIDENCE
REVISION NARRATIVE
j
. . .... ......
...... .. . ......
7-17*
i0 000
r w.g .� 1r }j X1• n�+ •.
(
it
i
,
a
I
LOCATED AT:
9879 NE 13th AVENUE
l
MIAMI SHORES, FL 33138
i
{
{ STRUCTURAL REVIEW
i
, APPROVED DATE
Tanya Homleid P.E.
- PE#61706
t May 1", 2016
9
° US STRUCTURAL DESIGN LLC
CONSULTING ENGINEERS
7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016
T. 305.512.5860 F. 305.512.5861
www.optimussd.com
. .
May 111,2017
j City of Miami Shores
Building Department
STRUCTURAL REVISION#5 NARRATIVE:
The following is a brief description of items that were changed in revision#5:
0000
ITEM No. RESPONSE ••••• •••:•
S-0.0 Revise drawing index to show new sheet S-5.2. •••••• •• 0000.
0000..
0000.
5-1.0 Revise NW stair by kitchen to a wood stair running ia6rltrsouth•irrerger to •
0009 0000 0000
clear pool piping. •
Provide new 2x 10 stitchingmembers at the wood outl-ao%Qr�and Vo%Vr 'ack ••••
J 0000
due to deterioration observed when the soffit was rempv*.Pemove existing .'
i S-2.0 concrete tie beam in the south wing of the house between grid limes.',& B.• ••:•
The ceiling framing spans parallel to this beam, anja,nely staitg column: ...
! was placed to brace the existing CMU wall.
5-5.1 Reprint sheet to indicate plywood flooring at the exterior deck (detail 7/S-
5.1).
5-5.2 New sheet; provide retrofit detail at overhang.
Please let us know if you have any further questions or require additional information.
I Best Regards,
i
' I
SIGNED:
Tanya Homleid, P.E.
REG. NO. STATE: FL. 61706
COMPANY: Optimus Structural Design LLC
ADDRESS: 7850 NW 146 Street, Suite 305
Miami Lakes, Florida 33016
S.I. NO: # 7021292
i
a.a
' US STRUCTURAL DESIGN LLC Joy�A1�1 lbN
CONSULTING ENGINEERS SHEET No. OF
7850 NAV 146 Street,Suite 305,1/liami Lakes,FL 33016 CALC BY STV, DATE /0
T.305.512.5860 F.305.512.5861
www.optimussd.com CHECKED BY DATE
SCALE
IS2 15�F LO 1 GOP) 1,3b
0) Y�
o' 12
Z _
...... .. . ......
. . . .. ......
z,9 li ......
os.l:,: 2xlo Gsuef+
Tn P�x�sv _ f
1 s ��
735'b
o Ov, IN
o 0
Title Block Line 1 Title: Job#
You can change this area Dsgnr:
using the"Settings"menu item Project Desc.:
and then using the"Printing&
Title Block"selection. Project Notes
Title Block Line 6 Printed: t MAY 2017,4 59PNI
Wood BeamFile:Z:IProjectslOPTIMUS-PROJECTS\Barrantes-ResidencelCalcsIENERCALC1b'arrantes-residence.ec6.;
ENERCALC,INC.`1983-201.1,Build:6.11.6.23,Ver:6.11.6'.23
Description: STAIR STRINGER
Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05
Analysis Method: Allowable Stress Design Fb-Tension 1300 psi E:Modulus of Elasticity
Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 1300 psi Ebend-xx 1700 ksi
Fc-Prll 1600 psi Eminbend-xx 620 ksi
Wood Species : Southern Pine Fc-Perp 565 psi
Wood Grade : No.1: 2"-4" Thick : 10"Wide Fv 175 psi
Ft 725 psi Density 35.44 pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
D(0.05425) L(0.1302)
,c` w !�" 7 �t _t i. h,�aa _ *:_ i7 Lb* •••�� F s.
•
2x10 •••••• •. ..%
•
•••• •••• •••••
Span = 8.50ft
Applied Loads Service loads entered. Load F2QorS bvill be applieb for calculations.•
Beam self weight calculated and added to loads • •:•: •.
Uniform Load: D=0.0250, L=0.060 ksf, Tributary Width=2.170 ft '••"'
DESIGN SUMMARY ••• • y•'e•
Maximum Bending Stress Ratio = 0.732 1 Maximum Shear Stress Ratio = ••5.404 71
Section used for this span 2x10 Section used for this span 2x10
fb:Actual 951.81 psi fv:Actual 70.78 psi
FEI :Allowable 1,300.00 psi Fv:Allowable 175.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 4.250ft Location of maximum on span = 7.735 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.092 in Ratio= 1112
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.132 in Ratio= 771
Max Upward Total Deflection 0.000 in Ratio= 0 <180
Maximum Force-s-&-'Stresses for Load Combinations';
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V C d C F/V C r Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow
+D
Length=8.50 ft 1 0.225 0.124 1.000 1.000 1.000 1.000 1.000 0.52 292.16 1,300.00 0.20 21.73 175.00
+D+L+H 1.000 1.000 1.000 1.000
Length=8.50 ft 1 0.732 0.404 1.000 1.000 1.000 1.000 1.000 1.70 951.81 1,300.00 0.65 70.78 175.00
+D4750Lr+0.750L+H 1.000 1.000 1.000 1.000
Length=8.50 ft 1 0.605 0.334 1.000 1.000 1.000 1.000 1.000 1.40 786.90 1,300.00 0.54 58.52 175.00
+D+0.750L+0.750S+H 1.000 1.000 1.000 1.000
Length=8.50 It 1 0.605 0.334 1.000 1.000 1.000 1.000 1.000 1.40 786.90 1,300.00 0.54 58.52 175.00
+D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000
Length=8.50 ft 1 0.605 0.334 1.000 1.000 1.000 1.000 1.000 1.40 786.90 1,300.00 0.54 58.52 175.00
+D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000
Length=8.50 ft 1 0.605 0.334 1.000 1.000 1.000 1.000 1.000 1.40 786.90 1,300.00 0.54 58.52 175.00
+D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000
Length=8.50 ft 1 0.605 0.334 1.000 1.000 1.000 1.000 1.000 1.40 786.90 1,300.00 0.54 58.52 175.00
+D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000
Title Block Line 1 Title: Job#
You can change this area Dsgnr:
using the"Settings"menu item Project Desc.:
and then using the"Printing&
Title Block"selection. Project Notes
Title Block Line 6 Printed: i MAY 2017.aSePM
File:Z:Projects\OPTIMUS-PROJECTS1Barrantes-Residence\Calcs\ENERCALCIbarrantes-residence.ec6WOOCBeam 6r. .1ENERCALCM.1983-2011,Build:6.11.6.23,Ve6 .23
Description: STAIR STRINGER
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V C d C FAV C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow
Length=8.50 ft 1 0.605 0.334 1.000 1.000 1.000 1.000 1.000 1.40 786.90 1,300.00 0.54 58.52 175.00
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+'Defl Location in Span
D+L 1 0.1322 4.293 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.798 0.798
D Only 0.245 0.245
L Only 0.553 0.553
D+L 0.798 0.798
0000
• • 0000 0000••
0000•• •• • 0000••
•
0000•• • • •
0000••
0000 ••0• • •
•00.0• •• • •0•••
•• •• • •• 0000••
•
0000•• • •
0000••
•
Title Block Line 1 Title: Job#
You dan change this area Dsgnr:
using the"Settings"menu item Project Desc.:
and then using the"Printing&
Title Block"selection. Project Notes
Title Block Line 6 Priccea: !MAY zon.5:5GRM
Wood Beam File:Z:1ProjectslOPTIMUS-PROJECTSIBarrantes-ResidencelCaldsIENERCALCIbarrantes-residence.ec6
ENERCALC;'INC.19n2011,Build:6.11.6.23,Ver:6.11.6.23
Description: STAIR PLANK(FLATWISE)
Material Properties Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-05
Analysis Method: Allowable Stress Design Fb-Tension 1,300.0 psi E:Modulus of Elasticity
Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 1,300.0 psi Ebend-xx 1,700.Oksi
Fc-Prll 1,600.0 psi Eminbend-xx 620.0 ksi
Wood Species : Southern Pine Fc-Perp 565.0 psi
Wood Grade : No.1: 2"-4" Thick : 10"Wide Fv 175.0 psi
Ft 725.0 psi Density 35.440pcf
Beam Bracing Beam is Fully Braced against lateral-torsion buckling
D(0.025)L(0.06)
\ 11.50 X 1.50 \�
Span=4.330 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.0250, L=0.060 ksf, Tributary Width=1.0 ft
DESIdN SUMMARY -
Maximum Bending Stress Ratio = 0.445 1 Maximum Shear Stress Ratio ••• ..9.091 : 1 ••
Section used for this span 11.50 X 1.50 Section used for this span 1 3 80 4 1.50 •
fo:Actual = 582.00psi fv:.Actual ••• •• 15.96 gsi •
FB:Allowable = 1,300.00 psi Fv:Allowable •• • •••:75.00 p9l•••
Load Combination +D+L+H Load Combination •••••• ••••.+�C-L+H ••••
Location of maximum on span = 2.165ft Location of maximum on span •• 0.000
Go:": f •
Span#where maximum occurs = Span#1 Span#where maximum occurs _ . . Span#1 ••
.. .. . .. ......
Maximum Deflection •
Max Downward L+Lr+S Deflection 0.087 in Ratio= 597 :••:•: • ••
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 ••••••
Max Downward Total Deflection 0.129 in Ratio= 401 : ••. • ;....:
Max Upward Total Deflection 0.000 in Ratio= 0 <180 '• • "' ' •
•
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow
+D
Length=4.330 ft 1 0.147 0.030 1.000 1.000 1.000 1.000 1.000 0.07 190.72 1,300.00 0.06 5.23 175.00
+D+L+H 1.000 1.000 1.000 1.000
Length=4.330 ft 1 0.448 0.091 1.000 1.000 1.000 1.000 1.000 0.21 582.00 1,300.00 0.18 15.96 175.00
+D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000
Length=4.330 ft 1 0.372 0.076 1.000 1.000 1.000 1.000 1.000 0.17 484.18 1,300.00 0.15 13.28 175.00
+D+0.750L+0.750S+H 1.000 1.000 1.000 1.000
Length=4.330 ft 1 0.372 0.076 1.000 1.000 1.000 1.000 1.000 0.17 484.18 1,300.00 0.15 13.28 175.00
+D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000
Length=4.330 ft 1 0.372 0.076 1.000 1.000 1.000 1.000 1.000 0.17 484.18 1,300.00 0.15 13.28 175.00
+D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000
Length=4.330 ft 1 0.372 0.076 1.000 1.000 1.000 1.000 1.000 0.17 484.18 1,300.00 0.15 13.28 175.00
+D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000
Length=4.330 ft 1 0.372 0.076 1.000 1.000 1.000 1.000 1.000 0.17 484.18 1,300.00 0.15 13.28 175.00
+D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000
Title Block Line 1 Title: Job#
You.carn change this area Dsgnr:
using the"Settings"menu item Project Desc.:
and then using the"Printing&
Title Block"selection. Project Notes
Title Block Line 6 Pnnted: 1 MAY 2017. 3.0CPM
Wood Beam File:Z:1ProjectslOPTIMUS-PROJECTS1Barrantes-Residence\Calcs\ENERCALCIbarrantes-residence.ec6
ENERCALC,INC.1983-2011,Build:6.11.6.23,,Ver:6.11.6.23
Description: STAIR PLANK(FLATWISE)
-Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow
Length=4.330 It 1 0.372 0.076 1.000 1.000 1.000 1.000 1.000 0.17 484.18 1,300.00 0.15 13.28 175.00
Overall Maximum Deflections•Unfactored"Loads
Load Combination Span Max.""DeFl Location in Span Load Combination Max."+"DeFl Location in Span
D+L 1 0.1294 2.187 0.0000 0.000
Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.193 0.193
D Only 0.063 0.063
L Only 0.130 0.130
D+L 0.193 0.193
•••••• •• • ••••••
•••• •••• • •
•••••• •• • •••••
•• •• • •• ••••••
•
• • • • ••••••
• • • •
00*00
F
ULTIMATE ENGINEERING
DESIGNS, INC.
STATE CERTIFIED EB 0006555 DATE: 21-Apr-17
6201 S.W.70th STREET,2ND FLOOR,MIAMI,FL 33143 SHEET: i OF I
PHONE(305)213.7443
PROJECT: � GOiIS.T. S e7gv.
c187r1' N,t;• 03 ,d\LE
L STI r((o T/LJ55 �
Atop -J Ack-S
�tzvv►vE �i,ti wow Guss�r pi,n-rte
� Mtrt 11,2,14rk(�t<) t:/a�lE 6vr To cvsTom ='�^
S t rAQE -5;r-'cuRE To Top 6RO2P 5u:*4 `
W
(TR tAlt4 S (TWO 10'A HhU.S , rO
2,x+ m---roR-1-4 W(,-R tAlm L C Two)
IN
•..•
...... .. . .. ...
......
.. ...
.... .... . .
.... .... .. ..
.. .. o.00 .. ...
• . . •• •.•
•
a
ARMANDO R.PEREZ P.E.28026
i
i
�y y
` '!'" ' ; - rim '; •. �►,� '�'' !'n '+f
Ai
_. tom'♦ � a•,
.a
Alk
_#tom'
..
..C.
S y
DESIGN LOADING REQUIRED PERMANENT TRUSS TO TRUSS CONN. o
?zOZ�U2pW W
HANGERS SPECIFIED OR EQUIVALENT HANGER MAYBE USED,CONNECT.
J3 LOADING PSF.: (TOLL).(Tis (BCLL)(B 10 HANGER IN ACCORDANCE TO THE MANUFACTURE'S SPECIFICATIONS.
ROOF: 30 15 0 10 WEB BRACINGS xamm aLLmaZa
FLOOR. REFER TO ATTACHED TRUSS DESIGN e+� Owaom mx�x
WIND DESIGN VELOCITY:175 MPH SHEETS FOR PROPER BRACING LOCATIONS BUILDER MAY SUBSTITUTE"C"HANGER WITH TOE NAILS*** LLwO ¢zio��°/
2-0 ANALYSIS TYPE:COMPONENTS/CLADDING ON THE FOLLOWING TRUSSES: GRAVITY LOAD O¢?°z_Q z w w
J7 HANGER CARRIED NAILING o O o m w w o
ASCE 7-10 MANUF. UPLIFT MEMBER REQ. FL APPRV. w a w v ~w O
1-1 FBC2014ITP12007 TRUSS# WEB# LOCATION B=HJC26 USP R=2090 U-2005 CJ7
sxo.ra STRESS=PLATE:1.00/LUMBER:1.33 1/2 POINTS _ _ FULLY NAILED 17236.8 m o W g m p"I�+ o - -
-- - - Kd:.85 - C=NVHC UR NUVUE R=680 U-757 IJI THRU J7A,CJ7A(ALL JACK TRUSSES " O W K -O O o
EXP=D N/A ) 16294.3 z w w o w p x
HVH2 " OoumzwopFOwV
OVERHANG CORNER SET IN 45' it`w'a a m¢m m�3 O
wm�iZgmmo�m�
Ix-z2QOV w7J>Jf�f
1 000mzxN6FU U
.�my_0i5pUp�O
j_ "ATTENTION BUILDER" wLLvo ��rcq�q
1 ALLDIMENSIONS omoEoiyxo;"'w
NOTE:ALL TRUSSES ARE SPACED OVERHANGS,PITCH,ECT. u o i 3 a U o P W G o~
AT 24"OC.UNLESS NOTED TO BE CHECKED m a Y p z m a O a
BEFORE ORDERING TRUSSES O0 O w 7°0 D m ww ow ow
m Km Vmz.. ROTO
IT IS YOUR RESPONSABILITY L m 9 a _:i< qa a s
TO CHECK OUR TRUSS PLAN Mpw w¢bNmHm
Rz
APPROVED TRUSS ANCHOR BY BUILDER
HEEL HEIGHT=4 3/8" No-
I
SQUARE CUT OVERHANG �2 I
2.9� lyA O
BLDR MAY ALTER TRUSS END _TO MATCH E)US71NG OVERHANCURVEW2X4 I � I {I{yIy_10112" ! i •• • •••PTi ��• •�ei�._ EXISTING ROOF •••• •-..r ••••••
X-O.. i / '� i 'awns••• o ••• • •
i
!!i!! �. jfii�i;```'` `•.`�``�.� '�.`,' ama••25000• •••0•••
66:009
o
6.00•o
TYP.TRUSS END DETAIL riz
•• ••
0000•6
00
0 4-09
Y • 0000 000000
J • • •
! j tpF; � ••0.0••O 0 may_o • • •
"0'0 z¢H O �EXISTING ROOF 16-8-0 •
• •
l i '•
i `� �'•� I ' 1P' mrw O wow h_=H* .#
i O
KKz
J2
J1
J3C J7
J5 � i- '` K7 J3 ,� d
J7 C _ % ° o
J7
I I J7A
J7B i i
/pT
11 c
J5 C I I C J7A _
J3 C ; 26
EXISTING ROOF - _ _ - JSA _ $- _ _ -
�a - - - - - I I. C a
C n� J3
J7 a A I I h m
J2 C m' C J7 �
W of a
J2 a ~ -J
N Z 11 Q w
N M t•'! "! N N N N N N (1 O W m K
F- f F f H F F C7 7 l/
_ �9 V LI Lo
Z x
7-0-0 17-9-0 9d-0 17-7-0 -0 5-0-0 L f
34-1-0 24-7-0 .Q.1 p Q
Y
N Wco
J
ROOF TRUSS PLACEMENT PLANARMANDORPEREZ W a °
NTS PE.#28026 o j S
1811 SW 33 CT m v o
MIAMI,FL 33145 m 0 5 o
(305 ) 213-7443
DRAW WG# OTJ
°A�-' S-367
• i