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/,� FIAT CUT OUT DID' ACRYLIC QTY = l
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TYPICAL SIDE DETAIL OF ACRYLIC
TYPICAL SIDE DETAIL OF ACRYLIC
t
Revised 4/13/16 Slit 2 of Tb a Potts / Mike Nole Wind Mitigation F( )f 05/28/15
Any system of screws, nails, adhesives, other deck fastening system or truss/rafter spacing that is shown to have an equivalent
or greater resistance than 8d common nails spaced a maximum of 6 inches in the field or has a mean uplift resistance of at least
182 psf.
❑ D. Reinfpr `ed:Gonolrete Roof Deck-
E. Other:
❑ F. Unlmowq or nriidentified.
G.
❑ access.
No attic access.s.6"
4. Roof to Wall Attachment: What is the WEAKEST roof to wall connection? (Do not include attachment of hip/valley jacks within
5 feet of the inside or outside comer of the roof in determination of WEAKEST type)
❑ A. Toe Nails
❑ Truss/rafter anchored to top plate of wall using nails driven at an angle through the truss/rafter and attached to
the top plate of the wall, or
❑ Metal connectors that do not meet the minimal conditions or requirements of B, C, or D
U Secured to truss/rafter with a minimum of three (3) nails, and
✓❑ Attached to the wall top plate of the wall framing, or embedded in the bond beam, with less than a''/i' gap from
the blocking or truss/rafter and blocked no more than 1.5" of the truss/rafter, and free of visible severe
corrosion.
✓❑ B. Clips
✓❑ Metal connectors that do not wrap over the top of the truss/rafter, or
❑ Metal connectors with a minimum of 1 strap that wraps over the top of the truss/rafter and does not meet the nail
position requirements of C or D, but is secured with a minimum of 3 nails.
❑ C. Single Wraps
Metal connectors consisting of a single strap that wraps over the top of the truss/rafter and is secured with a
minimum of 2 nails on the front side and a minimum of 1 nail on the opposing side.
❑ D. Double Wraps -
❑ Metal Connectors consisting of 2 separate straps that are attached to the wall frame, or embedded in the bond
beam, on either side of the b uss/mfter where each strap wraps over the top of the truss/rafter and is secured with
a minimum of 2 nails on the front side, and a minimum of 1 nail on the opposing side, or
❑ Metal connectors consisting of a single strap that wraps over the top of the truss/rafter, is secured to the wall on
both sides, and is secured to the top plate with a minimum of three nails on each side.
❑ E. Structural Anchor bolts structurally connected or reinforced concrete roof.
❑ F. Other:
❑ G. Unknown or unidentified
❑ H. No attic access
5. Roof Geometry: What is the roof shape? (Do not consider roofs of porches or carports that are attached only to the fascia or wall of
the host structure over unenclosed space in the determination of roof perimeter or roof area for roof geometry classification).
❑ A. Hip Roof Hip roof with no other roof shapes greater than 10% of the total roof system perimeter.
Total length of non -hip features: Meet; Total roof system perimeter: feet
❑ B. Flat Roof Roof on a building with 5 or more units where at least 90% of the main roof area has a roof slope of
less than 2:12. Roof area with slope less than 2:12 sq ft; Total roof area sq ft
✓❑ C. Other Roof Any roof that does not qualify as either (A) or (B) above.
6. Secondary Water Resistance (SWR): (standard underlayments or hot -mopped felts do not qualify as an SWR)
❑ A. SWR (also called Sealed Roof Deck) Self -adhering polymer modified -bitumen roofing underlayment applied directly to the
sheathing or foam adhesive SWR barrier (not foamed -on insulation) applied as a supplemental means to protect the
dwelling from water intrusion in the event of roof covering loss.
❑B. No SWIL
✓ C. Unknown or undetermined. "
Inspectors Initials _ Property Address 1147 Hernando St. Ft. Pierce
"This verification form Is valid for up to five (5) years provided no material changes have been made to the structure or
inaccuracies found on the form.
OIR-Bl-1802 (Rev. 01/12) Adopted by Rule 690-170.0155 Page 2 of 4
10
1,7.E
3•-2
Sign Design Based on FBC STH E^1T10N 2014, HVHZ 1620
WITH WIND LOADS P 1SCE 7-10
`Sc,3
T-6 1/2'
LOGO
LETTERS
64"..HVAC Supply C\ntr%e'r
T-3 1/2"
N-101W
„I1W �a o
BCS 318-16 WITH 3/8" DIA. THRU-BOLTS
TOGGLE ANCHOR SYSTEM SNAPTOGGLE
HEAVY-DUTY HOLLOW -WALL ANCHORS
AS SHOWN, TYP.
MM
1 PLs•I I a
SIATEOF
wWw.yjinc.com SHEETTITIE:
•� P.O. BOX 802050
SANTA CLARITA, CA. 91380
TEL(661)259-0700 FAX.(661)259-0900
ELEVATION
N.T.S.
flunoO alonj -is
AO
C13NNVOS
3/8"
Job#
I
IJTS_110817
Project
Source 1 - Channel Letters
Job Location
801 South King Highway
Ft Pierce, FL
CONSIDER "l LOGO"
INPUT DATA
Exposure category(B, C or D)
=
C
Risk Category
I
1
II
Basicwind speed (3 sec. gustwind)
V
-
1 135
mph
Topographic factorl
Kn
=
1
Flat
HeightAboIIe Grade
h
=
20.00
R
Vertical dimension (for wall, s=h)
s
=
3.19
R
Horizontal dimension I
B
=
2.42
it
Dimension of return comer
L,
=
0.03
it
ANALYSIS
Velocity pressure
-•
q„=0.00256 Ku KHK,V2
=
35.69
psf
where:
q„ = w1ocity Pressure at height h. fEa. 29.3-1.
oaoe 2491
heightabow ground level, h (Tab.29.3-1, pg 251)
ectionality factor. (Tab. 26.6-1, page 194)
Case A: resultant force though the geometric center (Sec 29.4.1 &
Max horizontal wind pressure =1 p = qu G C, _
7p=external pressure coefficients (Fig. 30A-1, page 277)
= B s = the gross area
IMMAR_Y
-I Allowable Stress Design Wind Factor= 0.6
Sign Wind Pressure = 0.6 x p =r 20.02
:sign Windforce. F = 20.0�r 0.155
'
STUCCO OVER Il
PYLWOOD 1'
i
{
3/8-16 WITH 3/8" DIA THRU-BOLTS
GLE ANCHOR SYSTEM SNAPTOGGLE
VY-DUN HOLLOW -WALL ANCHORS
j
Sign Parameti
Weigh
Vertic
Offset
in. h
Anchor De
Tension Req'd.
T=
40
Shear Required
Unity =
SECTION VIEW
N.T.S.
9T, LUM COUNTY BUILDING
M-ReAewtd Not In Complia=—
GT>AX114JR&
= I (
)P or Bottom Anchors =
= 1 0.90
( 3 1.10
7.7
v � TOGGLE ANCHOR SYSTEM V i 11
USE SNAPTOGGLE HEAVY -DUN HOLLOW -WALL ANCHORS
BCS 318-16 with 318"Dia. Thru-Bolts T= 122
V = 102
(40/122)+(51/102) = r 0.83
NOTES: 11
•I
GENERAL:
STEEL'
WELDING:
SIGN DESIGN IS BASED ON ADEQUATE EXISTING SUPPORT ELEMENTS.
DESIGN AND FABRICATION ACCORDING TO FBC 5TH EDITION 2014, HVHZ 1620
STEEL
PROVIDE ISOLATION OF DISSIMILAR MATERIALS.
WITH WIND LOADS PER ASCE 7-10.
DESIGN AND FABRICATION ACCORDING TO AWS DI.I.
COAT ALUMINUM IN CONTACT WITH CONCRETE WITH ZINC RICH PAINT.
PLATE, ANGLE, CHANNEL TEE, AND WIDE FLANGE: ASTM A36
AWS CERTIFICATION REQUIRED FOR ALL STRUCTURAL WELDERS.
ROUND PIPE: ASTM A53 GRADE B OR EQUIVALENT.
WELDING PER ABC 341-10
THERE IS NO PROTECTION ZONE AS DEFINED IN AISC 341-10.
HSS ROUND, SQUARE, AND RECTANGULAR TUBE: ASTM A500 GRADE B.
E70 XX ELECTRODE FOR SMAW PROCESS.
i
' PROVIDE FULLY WELDED END CAPS AT EXPOSED OPEN ENDS OF
OR EQUIVALENT
E70S XX ELECTRODE FOR GMAW PROCESS.
STEEL /ALUM. TUBES, MATCH THICKNESS LIKE. FOR LIKE.
ALL ANCHORS BOLTS SHOULD BE: ASTM F1554
S.
GTAW PROCESS.
E70T X ELECTRODEODE
' CABINETS SHALL BE CONSTRUCTED OF NONCOMBUSTIBLE
ALL MACHINED BOLTS SHOULD BE: ASTM A307
E70T XX ELECTRODE FOR FCAW PROCESS.
FOR
ALL WELDS SHALL BE MADE WITH A FILLER METAL THAT CAN PRODUCE
MATERIALS
BEARING TYPE CONNECTION REINFORCING REBAR: ASTM A615 GRADE
••
i
60 DEFORMED BARS
WELDS THAT HAVE A MINIMUM CHAFFY V-NOTCH TOUGHNESS OF
�
20FT-LB AT ZERO 0° AS DETERMINED BY THE APPROPRIATE AWS AS
ALUMINUM:
CLASSIFICATION TEST METHOD OR MFG'S. CERTIFICATION.
DESIGN AND FABRICATION ACCORDING TO 2015 ALUM. DESIGN MANUAL
ALUMINUM
PLATES, ANGLES, CHANNELS, TEE, AND SQUARE TUBING: ALUMINUM
ALL WELDING IN ACCORDANCE WITH THE LATEST EDITION OF THE AWS A5.10.
1
ALLOY 6061 -T6 WITH 0.098 LBS PER CUBIC INCH.
FILLER ALLOYS PER TABLES M.9.1 8 M.9.2 OF 2015 ALUMINUM DESIGN MANUAL.
PRN BY: B.B.
DATE LAST REVISED: Jun 26, 2017
PROJECT JOB#: JTS_ 110817 Source 1_Channel Letters —South Kings Highway_Ft. Pierce FL.dwg
I
CHK BY: RT.
PROI. START DATE: Jun 26, 2017
PROJECT LOCATION: SOURCEI
SHEET# -
-wWE�
801 SOUTH KING HIGHWAY
I
REV BY: TA
SCALE: AS SHOWN
I FT. PIERCE, FL
1 OF 1
Sign Design Based on FBC 5TH ED} N 2014, HVHZ 1620
-j WITH WIND LOADS PEK ziCE 7-10
I
HVpC; Supply Center.
4'-101/4"
I.. w onn
BCS 3/8-i6 WITH 3/8° DIA. THRU-BOLTS
TOGGLE ANCHOR SYSTEM SNAPTOGGLE
HEAVY-DUTY HOLLOWWALL ANCHORS
AS SHOWN, TYP.
0 N
po
po
n�
mJ7�
-251W 3.4318" I
....
99/QD �QK9'-B"
,E (�.ilS i�PID ALL FPGiPCS1=D 4'rt`i
ELEVATION
N.T.S.
A
,44uno3 aionj "IS
AG
43NNV3S
(E) STUCCO OVER
3/4" PYLWOOD
BCS 3/8-16 WITH aW DIA THRU-BOLTS
TOGGLE ANCHOR SYSTEM SNAPTOGGLE
HEAVY-DUTY HOLLOW -WALL ANCHORS
TYP.
SECTION VIEW
N.T.S.
AUG ? 3 2917
P
SHEET TITLE
5OUZMGR I
1081 �`
1 -Channel
or
sec.
= 0.00256
ARE SUt3JECT TO ANY COnREC I Lr''�'I'n7 Ku=Mrid directionality
R; t uim 6Y FIELD IhSFECTORS THAT wand For a Case Aare
CG 57LY \�1T!I aiL Anf L4CA— LE CODES ____ GCR-exem
iA Bs=the
/ STA`UCIE COUNTY
BUIL' a DIVISION
REVIEWED
FOR COMPLIANC—
i I A
Design Wi
)Design Wi
Sign Parameters
of C
REVIEWED BY
DATE o -^ght
PLANS AND ER
IVertical Di_
MUST BE KEPT ON J B OR
ib (return) _
NO INSPECTION WILL BE MADE
wmd} V 160
h 20.00
19
h) s 3.03
B ✓ 242
I L i - I 0.03
E 5014 pst�
I h (Eq. 29.31 page249),
e coefficient 'i! t
Ind level, h (Tab 29 3 1, pg 251) t
Tab.26.6-1, pagepage 1—
force though the geometric center (Sec 29 4 1 8
mind pressure p- qh G Co �� I
sure
area—
coefficients (Fig. 30.4-1 page 277)_
area : �— � ( F
DL=
.,1
= 10.90
0.85
29.4-1)
_ 46.W
1.10
7.7
Anchor Desion 'I TOGGLE ANCHOR SYSTEM `1 II
:Tension Req'd.
CONCEWD FASTENERS ORATfACHM
ARE THE RESPONSIBIUTYOFTHE : T=� re
(Shear Required
Qf MRD ~� 45
I lnitv =
BCS 3/8-16 with 318" Dia. Thru-Bolts
(37/122)+(45/102) = ` 0.74
)TY HOLLOW -WALL
T = 122
V =i 102
NOTES:
GENERAL:
STEEL:
WELDING:
SIGN DESIGN IS BASED ON ADEQUATE EXISTING SUPPORT ELEMENTS.
DESIGN AND FABRICATION ACCORDING TO FBC 5TH EDITION 2014, HVHZ 1620
STEEL
PROVIDE ISOLATION OF DISSIMILAR MATERIALS.
WITH WIND LOADS PERASCE 7-10.
DESIGN AND FABRICATION ACCORDING TO AWS D1.1.
PLATE, ANGLE, CHANNEL TEE, AND VIDE FLANGE: ASTM A36
AWS CERTIFICATION REQUIRED FOR ALL STRUCTURAL WELDERS.
COAT ALUMINUM IN CONTACT WITH CONCRETE WITH ZINC RICH PAINT.
ROUND PIPE: ASTM A53 GRADE B OR EQUIVALENT.
WELDING PER AISC 341-10
THERE IS NO PROTECTION ZONEAS DEFINED IN RISC 341-10.
- HISS ROUND,. SQUARE, AND RECTANGULAR TUBE: ASTM A500 GRADE B
E70 XX ELECTRODE FOR SMAW PROCESS.
PROVIDE FULLY WELDED END CAPS AT EXPOSED OPEN ENDS OF
OR EQUIVALENT
E70S XX ELECTRODE FOR GMAW PROCESS.
STEEL /ALUM. TUBES, MATCH THICKNESS LIKE FOR LIKE.
ALLANCHORS BOLTS SHOULD BE: ASTM F1554
ER7 XX ELECTRODE FOR GTAW PROCESS.
CABINETS SHALL BE CONSTRUCTED OF NONCOMBUSTIBLE
- ALL MACHINED BOLTS SHOULD BE: ASTM A307
E70T XX ELECTRODE FOR FLAW PROCESS.
MATERIALS
BEARING TYPE CONNECTION REINFORCING REBAR: ASTM A615 GRADE
ALL WELDS SHALL BE MADE WITH A FILLER METAL THAT CAN PRODUCE
WELDS THAT HAVE A MINIMUM CHARPY V T
60 DEFORMED BARS NO CH TOUGHNESS OF
20FT-LB AT ZERO 0' AS DETERMINED BY THE APPROPRIATE AWS AS
ALUMINUM: CLASSIFICATION TEST METHOD OR MFG'S. CERTIFICATION.
DESIGN AND FABRICATION ACCORDING TO 2015 ALUM. DESIGN MANUAL ALUMINUM
PLATES. ANGLES. CHANNELS. TEE, AND SQUARE TUBING: ALUMINUM ALLWELDING IN ACCORDANCE WITH THE LATEST EDITION OF THE AWS A-5.10.
ALLOY 6061 -T6 WITH 0.098 LBS PER CUBIC INCH. FILLER ALLOYS PER TABLES M.9.1 8 M.9.2 OF 2015 ALUMINUM DESIGN MANUAL.
ERN BY: B.B. DATE LAST REVISED: Aug17,2017 PROJECT JOB#: JTS_110817_Sour 1_Channel Letters_ South Kings Highway_FL Pierce FL.Ewg
CHK BY: RT. PROJ. START DATE Jun 26.2017
PROJECTLOCATION: SOURCE( SHEET#
801 SOUTH KING HIGHWAY q q
REVBY: T.J. SCALE: AS SHOWN FT. PIERCE. FL '1 OF I
11'-5 118
TYR
_ C2--_
HVaC Suppi_y C renter°
4'-101/4'
. 1► �a v o n[:v !.
BCS 318-16 WITH 3/8' DW THRU-BOLTS
TOGGLE ANCHOR SYSTEM SNAPTOGGLE
HEAVY-DUTY HOLLOW -WALL ANCHORS
AS SHOWN, TYP.
I'
yfMV.yjinGCOm SHEETTITLE.
XTVv[EL.(661)259-0700
P.O. BOX 802050
SANTA CLARITA, CA. 91380
FAX.(661)259-0900
~ .O,
zoo
n�
0
mJ7.
3' 4 3/8" I
1 +
-3 112"
�p_2•_�
9 10/ E P H. 9 5 1 /8
ELEVATION
N.T.S.
STUCCO OVER
PYLWOOD
S 318-16 WITH Wit" DI& THRU-BOLTS
GGLE ANCHOR SYSTEM SNAPTOGGLE
AVY-DUTY HOLLOW -WALL ANCHORS
P.
SECTION VIEW
N.T.S.
AUG ?' 2911l
PER[Jil TIItiG
St. Lucie_
Sign Design Based on FBC 5TH EDI , rl 2014, HVHZ 1620
WITH WIND LOADS PER ASCE 7-10
ae®
Jab Lowffon }801 South fling Highway I H D , 1 1 114-_
_ _-tit
`Ft Pierce FL ' f CONSIDER 1 LOGO
ANPIITDATA
t
Exposurecategory(B,Cor D)
IBasicwind speed (3 sec. gustwind).. i i _ V _ 160 _'m_ph
`.Topographic factor. -� Kn; = 1 Flat
Height Above Grade In = 2000 ',ft
,
iVerScal ciimension(forwall, s=h) s = 3.19 fft
Hori nntal -intension B- = 2.42 ft
_
.Dimension ofretum comer h _ _ L, 0.03 �it
ANALYSIS
`
Velocity pressure
_
qh 000256 Kh Kit Ka V' _ 50.14 psf
where_ -- _ ._,. _ ._ _ .. ....
qh Velocity pressure at height h (Eq. 29.3-1 page 249)'
IK„ velocitypressure exposure coefficient
•evaluated at height above ground level, h (Tab 29.3-1, pg 251)
Ka= wind directionality factor. (Tab. 26.6-1. page 194) =
0.85
j Wind Force Case A: resultant force though the geometric center (Sec. 294.1&Fig. 29.4-1)
Max horizontal wind pressure ='p=%G C,-
r46.88 psf"
,GCp external pressure coefficients (Fig. 30.4-1. page 277)
1.10 '
_-- -__ A, B s _ the gross area - _ . -- _
_ 7.7
:DESIGN SUMMARY
Allowable Stress Design Wind Factor= 0.6
_
Design Wind Pressure 0.6 x :r 28.13 psf
Design Wmdforce F • 28.13x As-- 0.217 kips
I
!Sign Parameters:
;Weight of Cabinet, DL=. • 501bs
Vertical Distance Between Anchors y = 2.22:ft
Ylit
xFy7 in. Number of Top or Bottom Anchors = 3'no.
'
Anchor Design I TOGGLE ANCHOR SYSTEM 1 S
_
'Tension Reqd. '. ,USE ISNAPTOGGLE HEAVY-DUTY HOLLOW -WALL ANCHO
T = i 37 BCS 318-16 with 318" Dia. Thru-Bolts T - 122
!Shear Required
V - 45 - - V = 102 -
t—_
Unity -� (37/122)+(45/102) =A- i 074 (OK)
NOTES:
GENERAL:
STEEL:
WELDING:
SIGN DESIGN IS BASED ON ADEQUATE EXISTING SUPPORT ELEMENTS.
DESIGN AND FABRICATION ACCORDING TO FBC 5TH EDITION 2014, HVHZ 1620
STEEL
PROVIDE ISOLATION OF DISSIMILAR MATERIALS.
WITH WIND LOADS PER ASCE 7-10.
DESIGN AND FABRICATION ACCORDING TO AWS D1.1.
PLATE, ANGLE, CHANNEL TEE, AND WIDE FLANGE: ASTM A36
AWS CERTIFICATION REQUIRED FOR ALL STRUCTURAL WELDERS.
COAT ALUMINUM IN CONTACT WITH CONCRETE WITH ZINC RICH PAINT.
WELDING PER ABC 341-10
THERE IS NO PROTECTION ZONE AS DEFINED IN AISC 341-10.
ROUND PIPE: ASTM A53 GRADE B OR EQUIVALENT.
HISS ROUND, SQUARE, AND RECTANGULAR TUBE: ASTM A500 GRADE B
E70 XX ELECTRODE FOR SMAW PROCESS.
PROVIDE FULLY WELDED END CAPS AT EXPOSED OPEN ENDS OF
OR EQUIVALENT
ERGS XX ELECTRODE FOR GMAW PROCESS.
STEEL /ALUM. TUBES. MATCH THICKNESS LIKE. FOR LIKE.
ALL ANCHORS BOLTS SHOULD BE: ASTM F1554
E70 XX ELECTRODE FOR GTAW PROCESS.
EXX ELECTRODE FOR FLAW PROCESS.
CABINETS SHALL BE CONSTRUCTED OF NONCOMBUSTIBLE
ALL MACHINED BOLTS SHOULD BE: ASTM A307
S SHALL BE MADE WITH A FILLER METAL THAT CAN PRODUCE
ALL WELDS
MATERIALS
BEARING TYPE CONNECTION REINFORCING REBAR: ASTM A675 GRADE
WELDS THAT HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF
0"Ha N1.0h. IM » JE'EZs.
60 DEFORMED BARS
20FT-LB AT ZERO 0° AS DETERMINED BY THE APPROPRIATE AWS A5
ALUMINUM: CLASSIFICATION TEST METHOD OR MFG'S. CERTIFICATION.
DESIGN AND FABRICATION ACCORDING TO 2015 ALUM. DESIGN MANUAL ALUMINUM
PLATES. ANGLES, CHANNELS, TEE, AND SQUARE TUBING: ALUMINUM ALL WELDING IN ACCORDANCE WITH THE LATEST EDITION OF THE AWS A.5.10.
ALLOY 6051 -T6 WITH 0.098 LBS PER CUBIC INCH. FILLER ALLOYS PER TABLES M.9.1 & M.9.2 OF 2015 ALUMINUM DESIGN MANUAL.
ORN BY: B.B. DATE LAST REVISED: Aug 17, 2017 PROJECT JOB 4: JTS_ 110817_Source 1-Channel Letters_South Kings Highway_FL Pierce FLdwg
CHK BY: R.T. PROJ. START DATE: Jun 26, 2017 1 PROJECT LOCATION: L SHEETS
901 SOU
W7 SOUTH KING HIGHWAY
REV BY: T.J. SCALE: AS SHOWN FT. PIERCE, FL 1 OF