13-905-000w
M 1 A M I•DADE
m
miamidade.gov
ATLAS PAGE: M -18
VERIFICATION FORM
EXPIRES ONE YEAR FROM DATE ON FORM
INV #: 521 6 (P FORM #:
201340017 DATE
Water and Sewer
PO Box 330316.3575 S. Le Jeune Road
Miami, Florida 33233 -0316
T 305 - 665 -7471
10/2/2013
NAME OF OWNER: LILIAN MANZOR RESIDENCE ADDITION- M2013012978
PROPERTY ADDRESS: 601 -0 SW 61 ST - LOT 7 BLK 5
PROPOSED USAGE / EXIST 1,062 SF SFR ADDING 400 SF PER PLANS FOR TOTAL =1,462 SF -RE S ALLOWED TO STAY 1
NO. OF UNITS: ON SEPTIC
REPLACES: PREVIOUS EXISTING 1,062 SF SINGLE FAMILY RESIDENCE -CC13 9276937200
USAGE / NO. OF UNITS:
PROPERTY LEGAL: ICAMBRID GE LAWNS PARK PB 50 -4 LOT 7 BLK 5 LOT SIZE 8895 SQ FT OR 8209 -0754 0473 5 COC
25838-
FOLIO NUMBER: �......_.09- 4025 - 020 - 0560 1 GALLONS PER DAY INCREASE: 0........_..........1
PREVIOUS FLOW: 220 PREVIOUS SQUARE FOOTAGE: 12062 ❑ NEW CONSTRUCTION
PROPOSED FLOW: 220 PROPOSED SQUARE FOOTAGE: 1,462: ❑d INTERIOR RENOVATION
THIS IS TO CERTIFY THAT THE MIAMI -DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) _2_ INCH
WATER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT
PROPERTY, (OR, IF "WILL HAVE ", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER FACILITIES
BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N /A) SUBJECT TO PROHIBITIONS
OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR
WITHDRAWAL.
Antonio Raide - New Business
BY: Representative
SIGNATURE OF REPRESENTATIVE AUTHORIZED BY
NEW BUSINESS COMMENTS: �NNI- VF =30.00 -VF VALID ONLY W /PAID INVOICE -CUST RESPONSIBLE FOR
1NEW /RENEWED SERVICE
_.......... __ ....................................... __ ............... ... _.. ........... __.. _ _ __ ... ............ _ _ __ ... .......... ..... ... .. .... ... ..................
PLANS REVIEW COMMENTS:
I
CRITERIA: NNI
THIS IS TO CERTIFY THAT THE MIAMI -DADE WATER AND SEWER DEPARTMENT DOES NOT HAVE A(N) --- INCH
GRAVITY SEWE AIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE
THE SUBJECT PROPERTY, "WILL HAVE ", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER
SEWER FACILITIES BY THE DEV LOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A).
SUBJECT TO PROHIBITIONS OR RE RICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS
OF SEWAGE DISPOSAL. FURTHERMO , APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENT'S SYSTEM MUST
BE OBTAINED FROM D.E.R.M. THE ANTIC ATED DAILY WATER AND /OR SEWAGE FLOW FOR THIS PROJECT WILL BE: NO
GALLONS [0] GALLONS PER DAY INCREAS .
BY:
SIGNATURE OF REPRESENTATIVE
NEW BUSINESS COMMENTS
PLANS REVIEW COMMENTS:
CONTACT NAME:
CONTACT PHONE:
AUTHORIZED BY:
� I/ fie,
Antonio Raide - New Business
Representative
AUTHORIZED BY
(SEPTIC APPROV AP1123621 -E DATED) 1/15/2013 - CUSTOMER ALLOWED TO STAY ON
1SEPTIC, SEE DER INOR REVIEW 2013 -240 DATED 11/12/13
....._. .. ...... _............ _ ___ __._ ... ...... _ _ ..._ .............. ........ _I
'd
Printed On: 12/17/2013
10:10:15 AM
NB: Antonio Raide
PR:
C UNTY
November 12, 2013
Luis Ojeda
12829 SW 54 Street
Miami, FL. 33175
RE: Application for Minor Departmental Review
Plans Process #M2013012978
Interior renovations to existing SFR
6010 SW 61 Street
Miami, FL 33146
Regulatory and Economic Resources
Environmental Plan Review
11805 S.W. 26 Street (Coral Way) Room 124
Miami, Florida 33175 -2474
T786-315-2800 F 786 - 315 -2919
miamidade.gov /development
Legal
Description: CAMBRIDGE LAWNS PARK PB 50 -4 LOT 7 BILK 5 LOT SIZE 8895 SQ FT
PR 8209 -0754 0473 5 COG 25838 -4958 07 2007 1
FO LIO(s): 09- 4025 - 020 -0560
Minor Departmental Review No.: 2013 -240
The Environmental Plan Review section has reviewed the referenced submittal for the subject
property. After reviewing your proposal, it has been determined that the same does not meet the
requirements of Section 24- 43.1(7) of the Miami -Dade County Code.
Said Code Section requires when an approved sanitary sewer is made available and operative
in a public right of way or easement abutting the property, any existing individual sewage
disposal system, device or equipment shall, within ninety (90) days, be abandoned and the
sewage waste from the residence or building be discharged into the sanitary sewer.
The review of the above captioned plans revealed that an 8 -inch sanitary sewer gravity main
abuts the subject site along SW 62 St. Furthermore, the Miami -Dade Water and Sewer
Department (MDWASD), which is the utility company that serves this area, has determined that
said sanitary sewer main is available for connection. Consequently, this office will issue a Notice
of Service Availability (NOSA) to the public sanitary sewer system, as provided for in the
aforesaid Code Section.
Based on the available information provided and historical records for the above referenced
property, it has been determined that the facility complies with the sewage loading requirements
as defined in Section 24- 43.1(3) of the Miami -Dade County Code; accordingly, an administrative
approval can be granted to allow the interim use of an on -site sewage treatment and disposal
system (OSDS) contingent on the following:
tf w g G-, & em tlrf
1. The operations specific to those associated with the above referenced facility cannot be
changed from single family residence without prior approval from the Miami -Dade
County Department of Regulatory & Economic Resources (RER).
If you require additional information or have any questions about the information provided;
please contact Yuly Hernandez of this office at (786)315 -2805.
Sincerely,
�V�
I
Cristian Guerrero, P.E. a
ate` Chief, Environmental Plan Review
Department of Regulatory & Economic Resources
cc: Oscar Aguirre, Engineer 3, RER
Owner's Name: LILLIAN MANZOR
a Owner's Address:
EEOS Allocation Number: 2013 - ALLOCATION -02973
Project: Lilian Manzor residence /M2013012978
Proposed Use: ADD 400SQFT TOTAL OF 1462SQFT CONNECTING TO GRAVITY SEWER.
Pump Station: 30 -0177
Projected NAPOT: 5.12
0940250200560 / 6010 SW 61 ST 220 APP 9/30/2013
N/A
I
12/29/2013
�k 3 y
A
Page 2 of 2
r
a
f
Emiliano Orono, P.E.
Fl. P.E. No. 66341
817 SW 122 Ave.
Miami, Fl. 33175
Tel. (786)- 715 -7125
STRUCTURAL CALCULATIONS
New Addition at
6010 SW 61" St.
Miami, Fl. 33146
TABLE OF CONTENT
DESCRIPTION N oo,
�� �,� g0 Gip pZ
2. Gra t Load Calculation
& Uplift Calculation �, gv`�O�RP� SeG1JON
3. Isolated Footling Calculation. svr --
4. Reinforcing for Continuous Wall Calc,
5. Steel Beam Calculation.;�,Li` =�
fj
4� �'•��
i f`,i
PAGES
1 -5
6 -8
9
10-11
12
r '
MECAWind Version 2.1.0.6 per ASCE 7 -10
Developed by MECA Enterprises, Inc. Copyright 2013 www.mecaenterprises.com
Date 8/14/2013
Project No.
Company Name
Designed By EMILIANO OROZCO
Address
Description ADDITION FOR RESIDENCE
City
Customer Name LILLIAN MANZOR
State
Proj Location 6010 SW 61 ST. MIAMI, FL
File Location: F: \LDHOME \1.- DRAWINGS \l
LDHOME \l PROJECTS \DANIEL CORREA\CALCS\WIND LOAD CALC.wnd
Envelope Procedure per ASCE 7 -10 Chapter 28 Part 1
All pressures shown are
based upon ASD Design, with a Load Factor of .6
Basic Wind Speed(V) =
175.00 mph
Structural Category =
II Exposure Category = C
Natural Frequency =
N/A Flexible Structure = No
Importance Factor. =
1.00 Kd Directional Factor = 0.85
Alpha =
9.50 Zg = 900.00
ft
At =
0.11 Bt = 1.00
Am =
0.15 Bm = 0.65
Cc =
0.20 1 = 500.00
ft
Epsilon =
0.20 Zmin = 15.00
ft
Slope of Roof =
1.53 : 12 Slope of Roof(Theta) = 7.28
Deg
Ht: Mean Roof: Ht =
10.00 ft Type of Roof = Gabled
RHt: Ridge Ht =
11.50 ft Eht: Eave Height = 8.50
ft
OH: Roof Overhang at Eave=
2.00 ft Roof Area = 2180.00
ft^
2
1
Bldg Length Along Ridge =
46.00 ft Bldg Width Across Ridge= 43.00
ft
Gust Factor Category I Rigid Structures - Simplified Method
Gustl: For Rigid Structures (Nat. Freq. >l Hz) use 0.85 = 0.85
Gust Factor Category II Rigid Structures - Complete Analysis
Zm: 0.6 *Ht
= 15.00 ft
lzm: Cc *(33 /Zm) ^0.167
= 0.23
Lzm: 1 *(Zm /33) ^Epsilon
= 427.06 ft
Q: (1/(1 +0.63 *((B +Ht) /Lzm) ^0.63)) ^0.5 = 0.92
Gust2: 0. 925*(( 1+ 1.7 *lzm *3.4
*Q) /(1 +1.7 *3.4 *lzm)) = 0.89
Gust Factor Summary
Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85
Table 26.11 -1 Internal Pressure Coefficients for Buildings, GCpi
GCPi : Internal Pressure
Coefficient = +/ -0.18
1
Low Rise Bldg Provisions per Fig. 28.4 -1: MWFRS Load Case A
U
Building
GCpf
+GCpi
Surface
psf
psf
-- - - - - --
1
- - -- --
0.42
- - - - --
0.18
2
-0.69
0.18
3
-0.39
0.18
4
-0.31.
0.18
1E
0.64
0.18
2E
-1.07
0.18
3E
-0.55
0.18
4E
-0.46
0.1.8
1T
*
.00
2T
*
.00
3T
*
.00
4T
*
.00
WnAs!d
Comer
�nQV+
Load Case A
�.?�Wndweni
t?otrpr
%,UNU A 1001UR
Ma
Transverse Direction
-GCpi
qh
Pressure
- - - - --
psf
psf
-0.18
--- - - -- --
33.94
--- - -- - --
20.36
-0.18
33.94
16.00
-0.18
33.94
16.00
-0.18
33.94
16.00
-0.18
.33.94
27.83
-0.18
33.94
16.00
-0.18
33.94
16.00
-0.18
33.94
16.00
*
*
.00
*
*
.00
*
*
.00
*
*
.00
2
Low Rise Bldg Provisions per Fig. 28.4 -1: MWFRS Load Case B
Comor
()r?r3or
xno
\' �Yi Jirr1+►�
Costa
Load Case's
WWj
V'i l`f
f ` , '
Case B Torsion �,r n S
I� D03cm.
Longitudinal D'oredon
3
Building
GCpf
+Gcpi -Gcpi
qh
Pressure
Surface
-- - - - - --
=
Psf
Psf
1
--- - - - --
-0.45
- -- - -
0.18
- - -- --- - - - - --
-0.18
--- - - - - --
33.94
--- - - - - --
-21.38
2
-0.69
0.18
-0.18
33.94
-29.53
3
-0.37
0.18
-0.18
33.94
-18.67
4
-0.4.5
0.1.8
-0.18
33.94
-21.38
5
0.40
0.18
-0.18
33.94
19.69
6
-0.29
0.18
-0.18
33.94
-15.95
lE
-0.48
0.18
-0.18
33.94
-22.40
2E
-1.07
0.18
-0.18
33.94
-42.43
3E
-0.53
0.18
-0.18
33.94
-24.10
4E
-0.48
0.1.8
-0.18
33.94
-22.40
5E
0.61
0.18
- 0.18
33.94
26.81
6E
-0.43
0.1.8
-0.18
33.94
-20.70
1T
*
*
*
.00
2T
*.
*
*
.00
3T
*
*
*
*
.00
4T
*
*
*
.00
5T
*
*
*
*
.00
6T
*
*
*
*
.00
Figure 28.4
-: Low Rise
Wal
And Roof Figure
Notes:
Notes: 1)
Pressure = qh
* (GCPf
- ( +/- GCpi)),
only max
value shown
2)
For Torsional
Load
Cases, the zones
are designated with a "T ".
The pressures(Min
P & Max P) are 25%
of the full design wind
pressures(Ld
Case
1T= 25 % *1(ld case
1 ),2T= 25% *2,3T=
25 % *3,4T= 25 % *'4).
Exceptions to
Torsional
Load Cases:
One story
buildings with mean
roof height- < =30
ft(9.1m),
buildings
with two
stories or less framed
with light frame
construction,
and
buildings
two stories or
lef.s designed
with
flexible diaphragms
need not be designed
fci the Torsional
Load Cases. (Note
5 of Figure 6 -10)
4
MECAWind Version 2.1.0.6 ASCE 7 -10
Developed by MECA Enterprises, Inc. Copyright 2013 www.mecaenterprises.com
Date 8/14/2013 Project No.
Company Name Designed By EMILIANO OROZCO
Address Description ADDITION FOR RESIDENCE
City Customer Name LILLIAN MANZOR
State Proj Location 6010 SW 61 ST. MIAMI, FL
File Location: F: \LDHOME \1.- DRAWINGS \l LDHOME \l PROJECTS \DANIEL CORREA \CALLS \WIND LOAD CALC.wnd
1'
df
f_.
5'
I
k
Walls
1
i
a
i 1 I 1
I I 1 I
I 1 1 1
I I 1 1
I I 1 1
I I 1 I
I I 1 I
I I 1 1
I i 1 1
i I 1 I
Gable Roof 1 <: 0 <= 4-5
Wind Pressure on Components and Cladding (Ch 30 Part 1)
All pressures shown are based upon ASD Design, with a Load Factor of .6
Khcc:Comp. & Clad. Table 6 -3 Case 1
Qhcc:.00256 *V ^2*Kricc *Kht *Kd
= 0.85
33.94 psf
5
Width of Pressure
Coefficient
Zone
"a" =
4 ft
Description
Width
Span
Area
Zone
Max
Min
Max P
Min P
--------------------------------------------------------------------------
ft
ft
ft "2
GCp
GCp
psf
psf
TYP TRUSS
2.00
27.42
250.6
1
0.30
-0.80
16.29
-33.26
TYP TRUSS
2.00
27.42
250.6
2
0.30
-1.20
16.29
-46.84
TYP. TRUSS
2.00
27.42
250.6
3
0.30
-2.00
16.29
-73.99
OUTLOCKER
2.00
9.17
28.0
1
0.41
-0.86
20.04
-35.14
OUTLOCKER
2.00
9.17
28.0
2
0.41
-1.48
20.04
-56.21
OUTLOCKER
2.00
9.17
28.0
3
0.41
-2.33
20.04
-85.24
CBS WALL
4.00
9.00
36.0
4
0.81
-1.00
33.66
-40.11
CBS WALL
4.00
9.00
36.0
5
0.81
-1.20
33.66
-46.96
GIRDER TRUSS
5.00
27.42
250.6
1
0.30
-0.80
16.29
-33.26
GIRDER TRUSS
5.00
27.42
250.6
2
0.30
-1.20
16.29
-46.84
GIRDER TRUSS
5.00
27.42
250.6
3
0.30
-2.00
16.29
-73.99
Khcc:Comp. & Clad. Table 6 -3 Case 1
Qhcc:.00256 *V ^2*Kricc *Kht *Kd
= 0.85
33.94 psf
5
Gravity and Uplift Calculation
Lillian Manzor
Typ Truss
2 "x4"
Wood Typ. Truss @24" o.c.
Loads:
Span Length
27.42
ft
DL:
25 psf Spacing:
2
ft
LL:
30 psf Area:
31.42
sqf
Overhang:
2
ft
a:
4
ft
Total Load: 55 psf Wind press. Zone 1:
33.26
psf
Wind press. Zone 2:
46.84
psf
Wind press. Zone 3:
73.99
psf
Reactions:
Gravity:
Total Load x Area =
Uplift:
A1= (Span /2 + Overhang - a) x Spacing x (33.26 -10) _
A2 =(a x Spacing) x (46.84 -10) _
TOTAL UPLIFT A1+A2:
A3 =(a x Spacing) x (73.99 -10) _
TOTAL UPLIFT A3:
1,728.10 pounds
544.75 pounds
294.72 pounds
839.47 pounds
pounds
511.92
511.92 pounds
m
Gravity and Uplift Calculation
Lillian Manzor
Girder Truss
2 "x4" Wood Girder Truss:
Loads:
DL: 25 psf
LL: 30 psf
Total Load: 55 psf
Span Length
27.42
ft
Spacing:
5
ft
Area:
78.55
sqf
Overhang:
2
ft
a:
4
ft
Wind press. Zone 1:
33.26
psf
Wind press. Zone 2:
46.84
psf
Wind press. Zone 3:
73.99
psf
Reactions:
Gravity: Total Load x Area =
Uplift: A1= (Span /2 + Overhang - a) x Spacing x (33.26 -10) _
A2 =(a x Spacing) x (46.84 -10) _
TOTAL UPLIFT A1+A2:
A3 =(a x Spacing) x (73.99 -10) _
TOTAL UPLIFT A3:
4,320.25 pounds
1,361.87
pounds
736.80
pounds
2,098.67
pounds
pounds
1,279.80
1,279.80 pounds
7
Gravity and Uplift Calculation
Lillian Manzor
Outlocker
2 "x6"
Wood Outlocker @24" o.c.
Loads:
Span Length
9.17
ft
DL :
25 psf Spacing:
2
ft
LL:
.30 psf Area:
13.17
sqf
Overhang:
5
ft
a:
4
ft
Total Load: 55 psf Wind press. Zone 1:
35.14
psf
Wind press. Zone 2:
56.21
psf
Wind press. Zone 3:
85.24
psf
Reactions:
Gravity:
Total Load x Area =
724.35
pounds
Uplift:
A1= (Span /2 + Overhang - a) x Spacing x (35.14 -10) =
280.81
pounds
A2 =(a x Spacing) x (56.21 -10) =
369.68
pounds
TOTAL UPLIFT Al +A2:
650.49
pounds
pounds
A3 =(a x Spacing) x (85.24 -10) =
601.92
TOTAL UPLIFT A3:
601.92
pounds
s
Isolated Footing
Lillian Manzor
48 "x48 "x16"
Tributary area: 130 Sqf (worst case)
Kd =0.85 0.6 DL +1.OWL
Loads:
DL:
Footing:
Steel Column:
Steel Beam:
Roof
Concrete Slab
4'x4'x1.33'x150
12.21 lb/ft x 9'
13.21 lb/ft x 9.75'
25 psf x 130 Sqf
4'x4'x0.67'x150
SUB -TOTAL LOAD x 0.6:
LL: 30 x 130 Sqf
TOTAL LOAD:
Soil Bearing Capacity:
3,192.00
pounds
109.89
pounds
128.80
pounds
3,250.00
pounds
1,608.00
pounds
4,973.21 pounds
3,900.00 pounds
8,873.21 pounds
2,000.00 psf
Footing area req: 8,873.21 = 4.44 ft2
2,000.00
Footing area provided:4'x4' = 16.0 ft2
Kd = 0.85
Verifying Wind Load: 33.26 Ibs /ft2 x 1.0 x 130 sqf = 4,323.80 Ibs
> 4.44 OKII
< 4,973.21 OKH
REINFORCING FOR CONTINUOUS WALL
Reinforcement at mid -depth
Lillian Manzor
Specified Thickness, t
7.625 in.
Self Weight
60 psf
fn, (specified masonry compressive strength)
1,500 psi
fy (yield strength of steel)
60,000 psi
f�„ (net area compressive strength of CMU)
1,900 psi
E, (modulus of elasticity of masonry in comp)
1,350,000 psi
ES (modulus of elasticity of steel)
29,000,000 psi
d =t/2
3.8125 in.
n = Es /Em (modular ratio)
21.48
Wall Height (h)
9 ft
Wind Pressure (P)
40.11 psf
Emu maximum usable compression strain
Emu tensile strain in reinforcement
DESIGN FOR FLEXURE
Moments are due to wind loads only as a result that the wall is non load bearing and gravity loads
are concentric.
Tributary Area (= h2 /3) or (= @ x h)
GCp (zone 4 & 5 windward)
GCp (zone 4 leeward)
GCp (zone 5 leeward)
Masonry located on zone
Wind Pressure
Mu = 1.6 "P(h)2 /8
36.00 ft. 2
0.85
-0.86
-1.65
4
-41.85 psf
677.98 lb-ft
Estimated Required Reinforcement
As =Mu /00.9dfy = 0.044 in` /ft
try No. 5 @ 1 48 in o.c.
As provided 0.0775 in2 /ft OK!
Check Maximum Reinforcement
Make sure the designed flexural reinforcement does not exceed the maximum. Neglect the small axial load
due to self weight.
As max 0.BPi F'm x 0.a0d Emu b Nu
-(1.25 '�!) ( BE9 + Emu)
As max = 0.282 in2 /ft SATISFACTORY DESIGN!
As max > As provided
REINF. OF CONT. WALL 10
� � f
Lillian Manzor
REINFORCING FOR CONTINUOUS WALL
Design for Shear
Vu= 1.6 *P *h /2 Vu = 301.32 lb/ft
Nominal Shear Capacity
Vn = [4-0 - Lis ( i /� Ar. J "- 0.25F
\ Vow /
The most conservative (lowest) value of Vn is obtained when MNdv =1. Also the axial load P can
conservatively be taken as zero.
Vn = 2.25 /�r - An= 40.7 in2 /ft
OVn = 2837 lb/ft
Vu <0Vn SATISFACTORY DESIGN!
Vn < 4 A�, Jr OK!
REINF. OF CONT. WALL 11
� v
T'W'x1/4" Steel Beam:
Loads:
DL: 10 psf
LL: 30 psf
Beam weight:
W = 553.91 lb /ft
Beam Properties
Fy=
36000
psi
Fb =
23760
psi
A =
3.84.
in'
1.=
17
in'
SX=
5.66
i n 3
E =
29000000
1 psi
Check Stress
Bending Moment:
13.91 p!f
Lillian Manzor
Steel Beam
M = 1/8 w' L2 = 9284.67 lb-ft
111416.005 1b -in.
Span Length: 11.58 ft (worst case)
Spacing: 13.5 ft
Required Section Modulus:
S(req.) = M / Fb = 4.69 in <
Bending Stress:
fb = M /Fb = 19684.8066 psi <
Check Deflection:
5 *w *L4 0.455 in.
384 *E *I
5(;,,,()w) = L/180 = 0.772 in OK!!
31'
1/4" thk.
N.A.
5.66 OK!!
23760 OK!!
12
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sr�r�rw—
w�a
..niaL (W) (Pon-
. 1.
C�77!►�D tqt
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