HomeMy WebLinkAboutSCANNED PAPERSMATHERS ENGINEERING CORPORA TIONw a`{
SCANNED
BY
St. Lucie County
EXTREME WIND ANALYSIS
ASCE 7-95
Best Buy Auto
Ft. Pierce, FL
1a1��127
• William �-icense
Mathers, P.E.
FL #19658
GA License #21275
1111 S. FEDERAL Hwy. 0 SURE 226 • STUART • FLORIDA • 34994 • PHONE: (561) 287-0525 • FAX: (561) 220-8686
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Calculation of Wind Loads (ASCE 7-95)
Project: Best Buy Auto
Date: 12/30/97
Calculations by: WSM
Checked by: WJM
General Building Information:
Mean roof heigth: h :=11•ft
Eave height: z := 12•ft
Roof Angle: 0 :=4•deg
Building width (shortest dimension): W :=32•ft
Building length (longest dimension): L :=32•ft
Roof dead load: DLr:=20•Ib•ff-2
General Information:
Basic wind speed (mph): V :=140
Exposure: C a:=9.5
Importance Factor: I =1.00
External Wall Pressure Coefficients (MWFRS):
Windward wall: C pu, :=0.8
Leeward wall: C pl :=-0.5
Side walls: C ps :_- 0.7
Roof member spacing: t :=2•ft
Roof overhang dist: o 0.33•ft
Topographic Factor: Kz1:=1.0
z 9:=900•ft
Gust Factor: G =0.85 {Exp. C&D)
Externai Roof Pressure Coefficients (MWFRS):
Normal to ridge (windward): C pl :=-0.7
Normal to ridge (leeward): C p2 =-0.3
Parallel to ridge: C p3 :=-0.9
External Pressure Coefficients for Components & Cladding:
External Roof Pressure Coeff.:
-- - - ------------ - - -GC 1- -1.1
GC p2 =-1.6
GC p3 :=-2.6
Calculation of Constant:
- - --- - 10.0765.1b — ------ - ---
_ 1 ft3 mi 5280•11 hr z
C 2 ft [(hr) mi (3600•sec)]
32.2• z
sec
Roof Overhang Pressure Coefficients: z _
C = 0:00256.16• ft
GC p20 = 2.2
GC p30 :=-2.5
Internal Pressure Coefficients:
Positive: GC pip := 0.8
Negative: GCpin =-0.3
1
Calculation of MFWRS loadings:
Calculate velocity pressure coefficients:
2 2
r a a
Kzh:=2.01•I � Kzl5 2.01./15•ft�
z9 1 z8
Kz if(z?15•ft,Kzh•Kz15)
2 2
Khh 2.01•h �0'
Kh15:=2.01•I15•ft1 Kh:=if�h?15•ft,Khh Kh15)
z8 1 zg II
Calculate Velocity Pressures:
q z :=C•KZ Kzf V2•I q h :=C•Kh-KzfV2•I
q z = 42.52• lb4' q h = 42.52.1b fr72
MFWRS Wall Pressures:
Windward Wall Pressure Loadings:
Pos. Internal Pressure
Negative Internal Pressure
Pwp:=gzG•Cpw-gh•GCpip
Pwn:=gz-G•Cpw-gh•GCpin
p wp=-5.1•1b•ft2
P wn=41.66•Ib•ft-2
Leeward Wall Pressure Loadings:
Pos. Internal Pressure
Negative Internal Pressure
P Ip : = q z-G-C pI - q h' GC pip
P In := q z-G-C pl - q h' GC pin
p Ip=-52.08.lb•ft'
p In =-5.31 •lb•ft'
Side Wall Pressure Loadings:
Pos. Internal Pressure
Negative Internal Pressure
— ---
psp:=gZG•Cps-gh'GCpip
psn:=gz'G•Cps-gh•GCpin
p Sp =-59.31.1b•ft-2
p sn=-12.54•lb•ft'
MFWRS Roof Pressures:
Wind Direction Normal to Ridge
Windward Roof Pressure Loadings.,
Pos. Internal Pressure
P rp := g z•G-C pl - q h GC pip
p rp=-59.31•lb•17t'
2
Negative Internal Pressure
p wn := q z-G•C pl - q h'C'C pin
p wn=-12.54•lb•190
(normal to ridge wind loading continued.)
Leeward Roof Pressure Loadings:
Pos. Internal Pressure
P 1p := 9 Z G' C p2 - g h' GC pip
p Ip=-44.85•lb- 6'
Wind Direction Parallel to Ridge
Roof Pressure Loadings:
Pos. Internal Pressure
prp•-9zGCp3-ghGCpip
P rp=-66.54•lb•ft7'
Calculations of Components & Cladding Loading:
Calculation of Design Wind Pressures:
Zone 1:
Pos. Internal Pressure
Pz1P'-gh'(GCPl-GCpip)
P zip =-80.78•lb•ft'
Zone 2:
Pos. Internal Pressure
Pz2P:=qh-(GCp2 GCpip)
P z2P=-102.04•lb•ft-2
Zone 9:
Pos. Internal Pressure
P z3P ' = q h' (GC p3 - GC pip
P z3P=-144.55•lb•ft'
Roof Overhang:
P ro '= q h' (GC p20) For corners: p c :=q h' (GC p3O)
p ro=-93.53.115•ft' p c=-106.29•lb•ft'
Negative Internal Pressure
Pln=gz'G'Cp2-gh'GCpin
P In = 1.91•ib•ft'
Negative Internal Pressure
pwn gz'G'Cp3-gh'GCpin
P wn=-19.77•lb•ft72
Negative Internal Pressure
P z1N '=q h' (GC pl - GC pin)
P z1N=-34.01•Ib•ft-2
Negative Internal Pressure
Pz2N gh'(GCp2-GC pin)
P z2N=-55.27•lb•ft-2
Negative Internal Pressure
P z3N '- q h' (GC p3 - GC pin)
P z3N=-97.78•lb•ft2
3
Calculation of the width of °a" for Zone 2 & 3:
any:=0.1•W ah:=0.4-h amin:=3•ft
a1:=if(aW<ah,au ah) a2:=if(a1<amin, amin•al)
a:=a2 a=3.2•ft
Calculation of common roof members:
PI :=if(p ztP<P zlN,P z1P•P z1N) P2 :=if(P1 #p z1P,P z2N,P z2P)
P3:=if(Pl#p z1P, p z3N° P z3P ) overhangload: OL:=t•o•pro OL=-61.73•ib
cornerload: CL:=o •pc CL=-11.57•lb
P1=-80.78.lb•ft-2
End & Corner Jacks w / Overhang: '
1 P2=-102.04•Ib•ft
J7:=f ft t•((P2•a)+(Pl•(7•ft-a)))+DL •tJ•7—ft+OL P3=-144.55•lb•ft'
L 7•r 2
JS :=[(P2+DLr)•tl-5- t+OL J3:=I(P2+DLr).t]•3- t+OL
J1=��P2+DLr)•t�•12t+OLK7 :_ (49•f?-a2)•P2+a2-P3+a?.DLr49•ftz+CL
49•ftz 4
(25•ftz - a)-P2 + 2-P3 + 2•DL r 25•ftz (9•fe)• (P3 - DL r)
25-ftz 4 4 -
Roof framing members:
Range of Truss Spans: i :=10,11..50 Si :=i•ft
Reaction Calculations:
x:=4•a x=12.8•ft
Without overhang: With overhang:
S. - - - -- - - S. - - -- - - - - - -
Rli=(P2+DLr)•t. R3i:=(P2+DLr)•t-- +OL
R2=r[(P2a•4)+[P1•(Si -a4)��+DLrI•t•5 R4 =f f L(�a-4)+[P1 (si_ a4)11+DLSi
rI•t.- +OL
IL Si f -2 LL Si - J 2-
R, :=if(Si<x,R1,,R2,)
ROi :=if(Si<x,R3i,R4i)
4
0
Roof Framina Member Results:
a
Jacks:
J7=-555.21•lb J5=-471.91•lb
King Jacks:
K7=-1.32.103 . lb K5=-706.94.lb
J3 =-307.84.1b J1 =-143.77•lb
K3=-381.82•lb OL=-61.73•lb
CL=-11.57•lb
Roof Member Reaction Results
10 15 20 25 30 35 40 45 50
51
Roof Member Span (fr.)
— Roof Member with NO Overhang
Roof Member with Overhang
5
Horizontal Diaphragm Calculations
PP=Pwp.(-1)+PIP
Pn:=Pwn(-I)+Pin
General Building Information:
Diaphragm i.D.: Roof
Wind Pressure: P := if(P P<P n,P P, P n)
Tributary height for diaphragm: h 2 :=h- (Z-0.5) h 2 =5•ft
Wind load on diaphragm: w :=P•h 2 w=-198.76.lb•ft 1
Length of diaphram in N-S direction: b :=W
Length of diaphragm in E-W direction: 1 :=L
Length to width ratios: r := b r =1 r l := b r 1 =1
Diaphragm Calculations:
Reactions in the N-S direction:
RN:= 21
RN=-3.18.103 . lb
Reactions in the E-W direction:
RE:=w—b
RE=-3.18.103 -lb
2
Worst case diaphragm shear in N-S
direction:
VN:= bN
vN=-99.38•lb•ft
Worst case diaphragm shear in E-W direction:
v E : RIE
v E=-99.38.lb•ft t
- - -
-
Maximum diaphragm moment in N-S direction:
MN:= -1 x
MN=-2.54.104 •lb•ft
MN
- -
-Chord Force: TN:= b
TN=-795.03•lb CN:=TN
Maximum diaphragm moment in E-W direction:
. x
ME:=w.
ME=-2.54•104 lb•ft
M E
Chord Force: T E : = l
TE=-795.03•lb CE:=TE
M
0
Flexural Design of Reinforced Masonry Wall (AC1530 1-921ASCE 6-92frMS 602-92)
- Design criteria and methods based on above referenced materials in the
Masonry Designer's Guide.
Materials :
Unit Strength 2000-psi
Mortar Type S
Reinforcement Grade 60
fm:=1800•lb•in2 ES:=29-106•Ib•iriz
Em:=2.2.106•lb•inZ n;=ES n=13.18
F :=24000•lb•in 2 Em
S
Reactions on Wag:
- Reactions from worst case.
Maximum Moment on Wall: M := (P.I-ft)•z2
8
M=-715.53•lb•ft
Maximum Shear: V:=(P•1•ft)•z
2
V=-238.51*lb
Estimate Reinforcement:
- Try 8" C.M.U., assume steel at mid -depth
7.63•in
d:= d=3.81*in
2
(Assume j :=0.9 for initial estimate.)
(Use the 113 stress allowable increase for wind load)
A S := I M 1 As = -0.08 •in2 (initial esitmate)
1.33•FS j d/
Estimated Steel Spacing: b :=8•ft
ASP:=(0.31.,w).12bin Asp
=0.04•inz
Therefore, Area of #5 Reber: A S 0.31•in2
Check Strength :
AS
-Define the reinforcing ratio: p := bd p = 0.00085
-Solve fork: k:= (p•n)z+2•p•n-p•n k=0.139
Solve for j: -1_k 3
7
j = 0.954
Allowable Tension Flexural Capacity:
Mt:=Asj•d-F51.33 Mt=3000.lb* ft
Allowable Compression Flexural Capacity:
F b:= I. f m' 1.33 F b= 798 *lb -in 2
z
Mm:=
b2 'k'1-Fb
Check Steel Stress:
f M
s Asj,d
Check Masonry Stress:
fm
Fb. 3
fb
_ 2•M
j•k•b.dz
Check Shear Stress:
Allowable Shear Stress:
M m = 6143• lb, ft
f s =-7612 •lb•in 2
F b = 600 *lb -in 2
f b=-92.95 *lb. in 2
Fv \NfM).Os ft
f V
v b-j,d
E
F v = 3.54 •lb• in z
f v =-0.68 lb. in 2
., ST. LUCIE COUNTY
J DEPARTMENT OF COMMUNITY DEVELOPMENT
23 FT. PIERCE, FL
. N E. ROOM 34982 5652 ScgNNFD
407-462-1553 e%
St By
county
DESIGN CERTIFICATION FOR WIND LOAD COMPLIANCE
This Certification is to be -completed by the project design architect or engineer. This Certification must be submitted with all
applications for building permit involving the construction of new residence (single or mufti -family). residential addition, any accessory
structure requiring a building permit, and any nonresidential structure. This Certification shall not apply to interior renovations (provided
that no structural walls, columns or other similar component is being affected) and certain other minor building permits. For further
assistance, please contact the Building Inspection Office at 462-1553 or 462-2172.
CERTIFICATION STATEMENT:
1 CERTIFY THAT, TO THE BEST 'OF MY KNOWLEDGE AND BELIEF, THESE PLANS AND SPECIFICATIONS
HAVE BEEN DESIGNED TO COMPLY WITH THE APPLICABLE STRUCTURAL PORTION OF THE BUILDING CODES
CURRENTLY ADOPTED AND ENFORCED BY ST. LUCIE COUNTY. 1 ALSO CERTIFY THAT STRUCTURAL
ELEMENTS DEPICTED ON THESE PLANS PROVIDE ADEQUATE RESISTANCE TO THE WIND LOADS AND
FORCES SPECIFIED BY CURRENT CODE PROVISIONS.
' 1. BUILDING CODE EDITION USED "AM SBCCI ASCE 7-p� _,Z_ OTHER (SPECIFY)
2. BUILDING DESIGN IS (CHECK OISE) ENCLOSED PARTIALLY ENCLOSED OPEN BUILDING
2. BUILDING HEIGHT: I'LI-1 1' FT 4. VIAND SPEED USED IN BUILDING DESIGN: 140 MPH
fi. WIND EXPOSURE CLASSIFICATION OMFEt TO 80K)SURE TABLES IN atiDmG CODE IDEIMED IN UNE rap: C
6. AVERAGE WIND VELOCITY PRESSURE ON EXTERIOR FACES OF STRUCTURE S QZ. PSF
Z. PEAK WIND VELOCITY PRESSURE ON EXTERIOR FACES OF STRUCTURE S / PSF
E. IMPORTANCEA)SE FACTOR (osTAiN FRDu kxLDING coOE): (_ O
$. LOADS: FLOOR PSF ROOF?DFAD: I S PSF ROOFAJVE Zo PSF
1G. WERE SHEAR WALLS CONSIDERED FOR STRUCTURE (CHECK orEI YES NO If NO, why? (attach
explanation)
11: IS A CONTINUOUS LOAD PATH PROVIDED (CHECK am YES X NO If NO, wiry? (attach
explanation) .
12. ARE COMPONENT AND CLADDING DETAILS PROVIDED (CEM om YES
explanation) NO_ if NO, why? (ayaeh
11. MINIMUM SOIL BEARING PRESSURE Zoao PSF i
AS WITNESSED BY MY SEAL, I HEREBY CERTIFY THAT THE INFORMATION INCLUDED, WITH THIS
CERTIFICATION IS TRUE AND CORRECT, TO THE BEST OF MY KNOWLEDGE AND BELIEF. ; i`
NAME: �n/rr c ANC 7- tHA'RFE�C' CERTIFICATION NO: 111UGq
DESIGN FIRM: MA-f}IERS t nIGiA1EFr2rn1(� DATE: (S H RE]/
GoftP. /�301777
rna2om
ST. LUCIE COUNTY FIRE DISTRICT
BUREAU OF FIRE PREVENTION
P.O. BOX 3030 TELEPHONE (561)-462-2312
FT. PIERCE FL. 34948-3030 FAX NO. (561)-462-2323
2400 RHODE ISLAND AVE.
FT. PIERCE FL. 34950
PLAN REVIEW
JURISDICTION: St Lucie County
OCCUPANCY: Best By Auto Parts
ADDRESS: 2613 S. Federal Hwy.
CONTRACTOR: James R. Buchheit (OB).
ARCHITECT/ENGINEER: Mathers Engineering Corp.
BUILDING OWNER: James R. Buchheit
OCCUPANCY TYPE: Storage
GROSS SQ FT: 1024 sq ft
OCCUPANT LOAD: 4
CONSTRUCTION TYPE:(NFPA-220) Type: 11 - (000)
F.P.B. # 1004
BUILDING DEPT. 9810030
NO. OF STORIES: One
PHONE NO: 468-6888
PHONE NO: 287-0525
REVIEW DATE: 1-21-98
AUTOMATIC SP'KLRS: No.
NET SQ FT: 1024
BASED ON: 300 sq ft P/P.
SBCCI: Type: V -Unprotected
New Construction:
Automatic spklr:
Contractor:
Tenant Improvement:
Fire Alarm:
Contractor:
Shell Only:
Fixed Fire suppression:
Contractor:
Addition: X
Hood & Duct System:
Contractor:
Renovation:
Fuel Storage:
Contractor:
1. All revisions must be in compliance before the final inspection.
2. The Fire Marshal requires 24 hr. notice on all inspections.
3. The building departments schedule all final inspections by the Fire Marshal.
Required Revisions:
1. Provide an approved illuminated exit sign above each exterior exit door. A self
illuminated exit placard card is permitted in lieu of the illuminated exit sign.
2. If the occupancy will be used during night time hours an emergency lighting system
will be required with a 90 minute battery back-up will be required.
r " 3. Provide a 2A - 10 BC rated fire extinguisher.
SCANNED
St. Luce County
�i^4r4.5'
I
^ r
Reviewed Date: /- Z
John K. Ha e
3.
"Jib}.-�
I. �:.
AN3
T
SCANNED
BY
4 '
St. Lucie County
ST
LUCIE COUNTY
4
ROAD IMnPACT
FEE CALCULATION FORM
_
DATE:
�L-Qirlrrvrn
c� 19 9�
NAME OF
FEEPAYER:
PERMIT #:
016 ()`3a
ROAD IMPACT ZONE: rMdlj , I
THE IMPACT. FEE CALCULATED.HEREIN-HAS,BEEN
DETERMINED BASED ONi-'THE FEE'SCHEDULE
ADOPTED ON 9-19-951/,EFFECTIVE-1=1-96.
IMPACT FEE CALCULATIONS'.. -
LAND USE TYPE :
# OF UNITS:
# SQ FEET (PER 1000) : �dgq
ROAD:
(# SQFT - BY 1000) X (FEE PER UNIT)
loa y X 3 Y 7 =$ SSo
PUBLIC BUILDINGS:
X 1y a� _ $ 61;�l
L
MATHERS ENGINEERING CORPORATION
February 28, 1998
V-4- q 90(06 3 6
To St Lucie Co Building Dept.
RE: BestBuy Auto Sales
3525 S. Federal Hwy
Ft.Pierce Fla.
SCANNED
BY
St. Lucie County
In reference to the above property, the new C.B.S. storage structure.
Below are our findings:
e
1) After discussing the lintel change with the owner, we advised the builder to secure
the entryway lintel with 2 Qty # 5 bars and solid pour with 3000 psi concrete.
2) The lintel change was installed to in lue of a Cast Crete bond beam header. We
advised the builder to install an additional # 5 bar in order to strengthen the new
header beam.
The Owner has completed these additional structural improvements for the above
referenced project.
If you have any questions, please do not hesitate to call us.
Sincerely,,,
lv ,�
William J. Mattlers, P.E.
President, Mathers Engineering Corporation
cc: file
1111 S. FEDERAL HWY. 0 Sure 226 • ua5t • FLORIDA • '4994 • P°^NE: (561) 287-0525 e FSx: (561) 220-8686
ti{
{% EMPIRE. ENGINEERING & TESTING, INC
1230 Gateway Road, Suite #7 P.O. Box 12716
Lake Park, Florida 33403 Lake Park, FL. 33403
February 10, 1998
Best Buy Auto Sales
3525 South U.S. # 1
Fort Pierce, FL 34982
Re: Compaction Test - Slab Foundation - Addition to:
Best Buy Auto Sales
3525 South U.S. # 1
Fort Pierce, Florida
Permit No.: 98-016030
Based on the results of field and laboratory testing performed this date by Empire Engineering &
Testing, Inc. at the above referenced site, this letter shall serve as certification that the fill material
has been compacted to at least 95% Maximum Density Modified Proctor at test locations,
meeting local building code requirements.
If you have any questions, please contact our office.
Respectfully,
PHONE NO.: (561) 845-7171 WEST PALM (561) 337-7911 MARTIN FAX NO.: 845-6392
0
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2R, 37" 6
t�SG�L�V:
&jcintuty at the N£ Conners q Lot 5, of 7.1. Keaon'a
,Sugdiui/ n a/ the MJ a q Sees err. 34, 7a+r 12 35
Sadh, /Inge 40 £aht, thence Sadh on hiyf tx / .tine 165
feet, thence Gleht 300 Act, Moore. Noath 165 feet, thence
feet on w& Lot Ze w to /r.Pace o/ 1 iy& ni g cattaining
ate acre, ,ro to o2 Pe sa, ah lwelt p&ti i z&an'h
Su&Lw"i on, 4&.irt %Pert Book 3, %aye 85, q the
?e� o/ St. Lucie. Cawdy, 7.Pacida.
SLW6£ lr�'S NOTES:
1. L&& /horn h&wm 1.om not a8htnacte-L
/0'z ,sir, dd o�e &W and/on ecvetneat-3
neco' g 8y this 0#,WR.
2. Legere deha pbon haz-3vp&ed &y cb:eni.
3. ane,7,i o�e fences nn/trm"
4. Legend o�e "Lry aP,P.n -Dff fa+h on &nk o'/
this /ketch.
5. 7'&cd Zane X
6. 7hi6 Sruu ny um not oadeaa l ae an AL74
ardIC4 CSN hunuey Maw/ate .it nry not
meet neruinenmnth o� harm.
I hereby certify that the attached skerh of survey of the hereon described
property is true and comct to the best of my Imowledge and belief as
surveyed under my direction. I farther 'certify that this survey meets the
minimum technical standards For •land: surveying in the State of Florida
(chapter 61G17-6) pursuant to section 472.027, Florida statutes. Subject to
the qualifications noted hereon. ,
NUCHAEL P. MCLAUGHLIN
PROFESSIONAL LAND SURVEYOR
0
tN
BCILNDARY SIMMY
c£i27I71£D 70:
Bent Buy Auto
aameh R. Bechhe-it
-..
REV. Z-/a-9a foerrvrrH�v •/ii�r�
RSV. /-7-99 /><a%�ec✓P.�'��ase.l C rj, p[;✓.i
This calif cation is made only to above named parties for p uthase and/or mortgage
Of heron delineated property by above named pmcheser. No responsibility or
liability is assumed by surveyor for use of survey for any other purpose including but
not limited to, use of survey for survey affidavit, resale of property, or to any other
person not listed in certification, either directly or indirectly.
McLaughlin Land Surveying, Inc.
498 Maple Avenue
Ft. Pierce, FL 34982
(407) 465-0250
FAX: (407) 489-0730
IDATE: / 9- 9z -- - SCALE: pia'
DWN. BY: /?-P1�7- I JOB NO.: 39�P-Py
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DESCRIPTION:
Beginning at the NE corner of Lot 5, of J.I. Kellem's
Subdivision of the NW } of Section 34, Township 35 South,
Range 40 East, thence South on highway line 165 feet, thence
West 300 feet, thence North 165 feet, thence East on said lot
line to place of beginning containing one acre, more or less,
as per plat of J.I. Kellem's Subdivision, filed in Plat Book
3, Page 85, of the Public Records of St. Lucie. County, Florida.
SUiMEYOITS MOMS:
9. Landh ds a hewxn ur-w not agz&widad
b2 &4tf'3 o/ rry &&a't erveravefe
AecartgL 2y M'i s o-ice.
2. Lequi &_,3u pbm &u,6 3t�pod P,y cb"d.
3. anavJ* q fences wrktgat.
4. Leyerd o/ &RLry aP.O✓rerjlatwn.6 cn &ck o,1
ties aketrla.
5. 71bod Zane X
6. 7hi6 YUIUPy raa6 not oadmed ms an 494
arrLlaa XXI &&aray Menelone it ray not
meet the "erpiiAow_r t o/ ir, .
I hereby certify that the attached stitch of survey of the hereon described
property is true and correct -to the. best of my knowledge and belief as
surveyed under my direction. I further certify that this survey meets the
minimum technical standariL- for `land. surveying in the State of Florida
(chapter 6IG17-6) pursuant to section 472.027, Florida statutes. Subject to
the qualifications noted hegeop=
MICHAEL P. MCLAUGHLIN
PROFESSIONAL -LAND SURVEYOR
FLORIDA REGISTRATION NO.2960
DATE: /J_ %Z SCALE: = yo
801IND,gRy SURVEY
CER71FIED 70:
Beht Buy Auto
aamee R. Bechheit
This certification is made only to above named parties for purchase and/or mortgage
of herein delineated property by above named purchaser. No responsibility or
liability is assumed by surveyor for use of survey for any other purpose including but
not limited to, use of survey for survey affidavit, resale of property, or to any other
person not listed in certification, either directly or indir=dy.
McLaughlin Land Surveying, Inc.
498 Maple Avenue
Ft. Pierce, FL 34982
(407) 465-0250
FAX: (407) 489-0730
DWN. BY: 1 JOB NO.: 3 9 oa- o
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