HomeMy WebLinkAboutRevision; Hollowcare Shop DrawingsOFFICE USE ONLY:
DATE FILED: �O 4
REVISION FEE:
PLA]
BU
PERMIT # �� 307 " O'' �3
RECEIPT # y ya
UgNG & DEVELOPMENT SERVICES
LDING & CODE REGULATION DIVISION
2300 VIRGINIA AVENUE
FORT PIERCE, FL 34982.5652 r(Cai CEi
(772)462.1553
APPLICATION FOR BUILDING PERMIT RE ISIONS OCT 3 U 201$
PROJECT INFORMATION ST. Lucie County, Permitting
LOCATION/SITE
ADDRESS: n
DETAILED DESCRIPTION qF PROJECT
REVISIONS: �nn
}-/ 6L L Lc> � )2 r `�0 J` 0 P A fl.V�%•{ Co_ S
CONTRACTOR INFORMATION:
STATE of FL REG./CERT. #: C Re
BUSINESS NAME: C 1-
QUALIFIERS NAME: 2
ADDRESS: 2 3 a`
CITY: Jois-fFV 13 H !
OWNER/BUILDER INFO]
NAME:,
ADDRESS:
CITY:
PHONE (DAYTIME:
ARCHITECT/ENGINEER
NAME: -JAM ;
ADDRESS:
COY:
INONE (DAYTIME):
S&CC.' 9123109
ROsed 06130117
0
ST. LUCIE CO CERT. #:
W
tTE: ) ZIP:
STATE: ZIP:
FAX:
tviv
05
STATE:
File Copy
U.S. GENERAL NOTES
p
l -
00
�%
1.
t rwis indicated.
r b otherwise
HOLES: Holes are y others unless o
Fields -cut holes thru the units may not cut prestressed strands without prior written approval from
Pre -Cast Specialties llc Engineering Department.
2.
VERTICAL RISERS: The general contractor shall insure that vertical risers, etc., do not interfere with
placement of Hollow Core units.
3.
HANDLING: Hollow Core units may not be lifted by inserting hooks, bars or other lifting devices into the
voids, and may not be inverted. Hollow Core units must be lifted 1'-0" from the end only.
4.
DIMENSIONS AND DETAILS: The customer and/or his agent will be responsible for all dimension and
details taken from the contract drawings and shown hereon. PCS will not be responsible for any changes
made after approval of these drawings.
TO
5.
ROOF UNITS: Slight vertical movement of precast concrete roof units is anticipated but can be reduced
by proper insulation. PCs recommends a physical separation of the plaster at the intersection of
non -bearing walls and ceilings.
6.
CAMBER: Camber is an inherent condition in all prestressed flexural members and the general contractor
shall make allowances for some. If additional thickness of topping is needed for leveling' purposes, contact
our engineering department for approval. Highest estimated camber at time of erection: 1/4
7.
CONCRETE: Strength of concrete shall be a minimum of 6000 psi at 28 days. Structural topping where
be 4000 28 day concrete, reinforced with 6 x 6 - 10/10 welded wire mesh.
A
specified shall of psi strength
The thickness of such topping shall be a minimum of 2 inches at the center of the span and may vary
1 C
due to camber or deflection from the center to the supports as required for a level surface. The topping
pour and all materials required same are by others.
8.
GROUTING: All joints between slabs shall be fully packed with a pourable grout consisting of 1 part
Portland Cement to 3 parts clean sand (4000 P.S.I. 0 28 days). The grouted deck shall be allowed to cure
before removing any leveling shores, cutting any holes or applying any further construction loads.
THE OPERATION OF GROUTING THE HOLLOW CORE SLABS KEYWAYS MUST BE PERFORMED REGARDLESS OF
ANY TOPPING BEING APPLIED TO HOLLOW CORE SLABS.
9.
PRESTRESSED STRANDS: Strands to be 7 wire, 7/16" dip., tensioned to 21700 lbs. each for 6" planks.
(7 wire, 1/2" dia., tensioned to 28900 lbs. for 8" & 10" planks). The number of strands are indicated by the
j
first two digits following the letter HC or US in the designation.
10.
TOLERANCES:
Width
Full Width Units f 1/4" Length
Saw Cut Units t 1/2" Thickness t 1i(4"
T-
Split Units f 1 1/2" Deviation From Square t 1
11. DESIGN LOADS:
2nd: 8" U.S. W/65 P.S.F. (L.L.= 40 P.S.F. + D.L.= 25 P.S.F.)
cc
& t2" TOPPING
2nd: 6" U.S. W/100 P.S.F. (L.L.= 85 P.S.F. + D.L.= 15 P.S.F.)
& 2" TO 4" TOPPING
2nd:
6"
U.S. W/100 P.S.F. (L.L.=
85 P.S.F. + D.L.=
15 P.S.F.)
&
t2" TOPPING
3rd:
8"
U.S. W/65 P.S.F. (L.L.=
40 P.S.F. + D.L.=
25 P.S.F.)
&
t2" TOPPING
3rd:
6"
U.S. W/100 P.S.F. (L.L.=
85 P.S.F. + D.L.=
15 P.S.F.)
&
2" TO 4" TOPPING
.:
E }
3rd:
6"
U.S. W/100 P.S.F. (L.L.=
85 P.S.F. + D.L.=
15 P.,
&
2" TO 3" TOPPING
12. Minor cracking (hairline and tension) will occur in precast/prestressed concrete created by shrinkage
of concrete and temporary loads during production, transportation or erection without being structurally
detrimental to the units. These cracks have no structural significance and does not affect durability of
these units. Cracking should not be cause for rejection, when properly repaired.
13. FIRE RESISTANCE: All Precast/Prestressed concrete products shown on these shop drawings have a
maximum fire resistance of one (1) hour, unless indicated otherwise
14. AII_Precast/Prestressed concrete products shown on these shop drawings are structuralquality,
any rework/finishing necessary for final architectural appearance is by others.
15. TIE BEAMS: Tie beams must be true, level and free of knots. If precast perimeter beams or knockout
blocks are used, they must be COMPLETELY FILLED.
16. ACCESS General Contractor agrees to provide and maintain for the duration of precast installation,
stabilized access, acceptable to PCS so trucks and cranes can move under their own power to
various points of erection with no overhead obstruction. Customer accepts all liability for deliveries beyond
the curb line, including all underground utilities and cost for loss of time. PCS reserves the right to stop
deliveries and/or erection in the event such conditions are not provided.
A THIS SYMBOL INDICATES SAWCUT OR SPLIT EDGE OF HOLLOW CORE PLANKS,
- WHERE STRUCTURAL TOPPING IS TO BE APPLIED, PLANKS ARE TO BE THOROUGHLY CLEANED AND PREPARED
BY G.C. PRIOR TO TOPPING TO INSURE ADEQUATE BOND STRENGTH.
- TIE BEAMS MUST BE TRUE, LEVEL AND FREE OF KNOTS. IF PRECAST PERIMETER BEAMS OR KNOCKOUT BLOCKS
ARE USED, THEY MUST BE COMPLETELY FILLED.
- ALL NON BEARING WALLS SHOULD BE HELD DOWN 1" UNTIL SLABS ARE SET AND GROUTED AND ALL DEAD
LOADS ARE APPLIED TO THE SLABS BEFORE DRY PACKING THE GAP BETWEEN THE NON BEARING WALL AND
THE SLAB.
- Dowels must be placed in the beams in a manner to allow the proper bearing of our product as detailed
in our different sections. Non compliance with this item may delay the erection of these product with
additional cost to the General Contractor.
- SAFETY REQUIREMENTS:
ALL SAFETY RAILING AND HOLE PROTECTION VIA SECURED PLYWOOD ARE BY G.C. IMMEDIATELY AFTER PRECAST/
PRESTRESSED MATERIALS ARE INSTALLED. GROUTING WILL NOT TAKE PLACE UNTIL ALL HOLES & RAILING ARE IN
PLACE BY G.C.
MINIMUM BEARING: 2" BEARING IS STRUCTURALLY ACCEPTABLE, GENERAL CONTRACTOR MUST ADD 2 #5 REBAR
03'-0" LONG WITH 6" HOOK AT EDGE POUR PER SLAB, BEARING LESS THAN'2" MUST BE APPROVED
BY PCS ENGINEER.
SPLIT SLABS (NARROW DOWN): DUE TO MANUFACTURING & CONSTRUCTION TOLERANCES THERE MAY BE A GAPS
BETWEEN SLABS AND OR WALLS. FIELD SPLIT SLABS WILL HAVE A ROUGH EDGE GAP, ALL GAPS SHALL BE FORMED
AND POURED BY CONTRACTOR. CUTOUTS/NOTCHOUTS: TOLERANCE GAPS MAY OCCUR AROUND COLUMNS, BEAMS REBAR,
1'-0"
®11M
1'-2"
DESCRIPTION
- REVISIONS -
0
.. .. 1'-11"
ALLOWABLE
LOADS
win lth no
Rev.
to to in
p g topping
P
4
03
65
65
65
65
M.
100
100
100
65
65
65
65
65
VY
65
65
" 65
65
65
100
100
100
100
TOTAL
REV. MK. No.
M-A
HOLLOW CORE (US) SCHEDULE
-----------
No. Req.q No. Re .
total
Mark Unit L(inches) ,.(FEET) Winches Length Width Remarks
2nd. FL 3rd. FL length
1 8 US 48 3 0 327 27.25 981 48 27' 3" 4' 0'"
1A 8 US 48 1 0 327; 27.25 327 48 27' 3" 4' 0 W/C.O.
1B 8 US 48 1 0 327 27.25 327 26 27' 31' 21111 SAWCUT
1C 8 US 48 1 0 327 27.25 327 27 27' 3" 41011 W/C.O.
1D 8 US 48 1 0 327 27.25 327 28 27' 3" 21211 SAWCUT
2 8 US 48 1 0 260.5 21.71 260.5 39 21' 8 1/2" 41011
3 8 US 38 1 0 164.5 13.71 164.5 48 13' 81/2" 4' O"
4 8 US 38 1 0 230 19.17 230 39.5 191311 41011
4A 8 US 38 1 0 231 19.25 231 40.5 19' 3" 41011 W/C.O.
5A 8 US 38 2 0 170 14.17 340 33 14' 2" 7' 9" SAWCUT`
6 8 US 38 3 0 230.5 19.21 691.5 48 19' 2 1/21' 4' O"
7: 8 US 38 1 0 94.5 7.88 94.5 48 7' 10 1/2" 4' O"
7A 8 US 38 1 0 94.5 7.88 94.5 48 7' 10 1/2" 4' 0" W/C.O. _--
7B 8 US 38 2 0 945 7.88 189 30 7' 101/2" 2' 6" SAWCUT
9 8 US 38 2 0 64:5 5.38 129 48 5' 41/2" 4' 0" -
9A 8 US 38 1 0 64.5 5.38 64.5 26 5' 41/2" 2' 211 SAWCUT
40 6 US 37 6 0 103 8.58 618 48 8' 711 4' Oil _
40A 6 US 37 1 0 103 858 103 26 8' 7" 2' 2" SAWCUT
41 6 US 37 2 0 59 4.92 118 48 4' 11" 4' 0" -
41A 6 US 37 1 0 S9 1 4.92 59 21.5 4' 1111 11911 SAWCUT
,
60 8 US 38 0 6 327 27.25 1962 48 27' 3" 4' 0" -
60A 8 US 48 0 1 327 27.25 327 26 27' 3" 2' 2" SAWCUT
6013 8 US 48 0 1 327 ' 27.25 327 _ 48 27' 3" 4' 0 W/C.O:
60C 8 US 48 0 1 327 27.25 327 25 27' 3" 2' 1" SAWCUT
60D 8 US 48 0 1 327 27.25 327 48 27' 3" 4' 0" W/C.0.
61 8 US 48 _0 4 231 19.25 924 48 19' 3" 4' 0"
62A 8 US 38 0 1 170 14.17 170 27.5 - 14' 2" 2' 3 1/2"' SAWCUT
62B 8 US 38 0 1 170 14.17 170 38.5 14' 2" 3' 2 1/2" SAWCUT/W/C.O.
63A 8 US 38 0 2 05 7.92 190 33 7' 11" 2' 9" SAWCUT
64 8 US 38 0 2 103 8.58 206 48. 8' 7" 4' 0"
64A 8 US 38 0 1 103 8.58 1 103 25.5 8' 7" 2' 1 1/2" SAWCUT
64B 8 US 38 0 1 103 8.58 1 103 32.5 8' 7" 2' 8 1/2" SAWCUT
80 6 US 37 0 2 103, 8.58 206 48 8' 7" 4' 0"
80A 6 US 37 0 2 101 8.58 206 27 8' 7" 2' 3" SAWCUT
81 6 US 37 gV 2 59 4.92 118 48 4' 11" 4' 0"
81AI 6 US 37 0 1 59 4.92 59 24 4' 11" 2' 1 1/2" SAWCUT
33 29 11401 950' 1"
MISCELLANEOUS MATERIALS
No Required No Required
MATERIAL 2nd. FLOOR 3rd, FLOOR REMARKS
1/8"x3"x47" KOROLATH STRIPS 66 58 H.C. BEARING
CONCEALED FASTENERS ONA1%C*"
ARE THE RESPONglklyYOE 101
THESE PLANS AND ALL PROPOSED,
ARE SUBJECT TO ANY OORRBCTIQA:
CONTRACTOR OF AEOOAQ
REQUIRED BY FIELD INs PJayoAlli Tr:
MAY BE NECESSARY IN OgOtlp to
COMPLY WITH ALL APP61CASW eoogb,
6T, LVCoTdoL
�ILDL3O TyfiSTO
11EVIEWED FO 0
UVIE8VED B
DATE 5T BE KEPT ON JOB
�IIT MU
p 'A ER
N 0 TI C B WILL BE, MADE. ,
Th0 INSPECTION fls
ENGR.
CHECKED
KIL
BY DRAWN
J.B.
"O" ��GE/ys16`��%% -
DATE
S
* i No 49806
OSTATE OF �`
>f.t� F[0R\pP
DATE
9/15/18
'�SS+.. ..
ANAL
,•��
DATE
Joseph R Springer, PE
7/90/18
FL Reg 49806
APPROVED DRAWINGS
=RECEIVED 110.29.1E
PROJECT: APPROVED D o :
10.29.18 1.0 - 7F-18-6464
ARB XCI RESIDENCE --
4832 WATERSONG WAY, FT PIERCE, FL P REM '
EXPRESS ENGINEERING LLC s,'
FLORIDA CERTIFICATE of AUTHORIZATION #26911 CONTR.: COASTAL CONSTRUCTION & DESIGN Pre -Cost ° Specialties, LLC
155 CRAMES ROOST BLVD STE 2050, ALTAMONTE SPRINGS, fL 32701 TEL.: (772)219-2180 3898 Selvitz Road I Fort Pierce, Florida 34981
PHONE: 321.251.6305 EMAIL: infoaexpressen.com _: PHONE: 954 781-4044 FAX:954-781-119
SECOND FLOOR
FRAMING PLAN
SCALE: 1 4'=1 —0'
8" U.S. W/65 P.S.F
& f2" TOPPING
6„ U.S. W/100 P.S.F.
2" to 4" TOPPING
7r.,_p.
+ + + + 6" U.S. W/100 P.S.F.
+++++++ & f2" TOPPING
11 1 1 II ENGR, DATE II SI
spRz••.,•r
rr
No 49806
STATE OF Lu
A "PROVED DRAWINGS
10.29.18
PROJECT:
ARBUM RESIDENCE
4832 WATERSONG WAY, FT PIERCE, FL
APPROVED DATE SHEET M. ❑ffi —
10.29.18 , — 2.0 — P-18-6464
- ,
S f, E C 1 A LT i E c„S
Pre -Cast Specialties, LLC
Selvitz Road I Fort Pierce, Florida 349!
CHECKED
X R
DATE
9/15/18
DATE DESCRIPTION BY DRAWN
— REVISIONS — J.B.
DATE
7/30/18
Joseph R Springer, PE
FL Reg 49806
I1G YYYIYY WRLUiiiiiiirn"n$I{
EXPRESSENGINEERING LLC
FLORIDAICERTIFICATE OF AUTHORIZATION #26911
155 CRAMES ROOST BLVD STE 2050, ALTAMONTE SPRINGS, FL 32701
PHONE:_ 321.251.6305 EMAIL: info gxpresseng,com
CONTR.: COASTAL CONSTRUCTION & DESIGN
TEL.: (772)219-2180
THIRD FLOOR
FRAMING PLAN
SCALE: 1 4 =1 —0
68'-8'
8" U.S. W/65 P.S.F. 6" U.S. W/100 P.S.F.
& f2" TOPPING & 2" TO 3" TOPPING
6" U.S. W/100 P.S.F.
& 2" to 4" TOPPING
DATE
DESCRIPTION
— RFVISTON_R —
ENGR.
CHECKED
1LP
BY DRAWN
J.B.
DATE
DATE
9/15/18
DATE
7/30/18
\t\til lil l/I/I/
ENjF
No 49806
A.STATE OF Lu
APPROVED DRAWINGS
10.29.18
PROJECT:
L) ARBI M RESIDENCE
4832 WATEIRSONG WAY, FT PIERCE, FL
/.faNALiE•�`' EXPRESS ENGINEERING LLC
FLORIDA CERTIFICATE OF AUTHORIZATION 426911
CONTR.: COASTAL CONSTRUCTION &DESIGN Joseph Springer, PE
155 CRANES ROOST BLVD STE 2050, ALTAM(FNTE SPRINGS, EL 32101
FL Reg 49806 PHONE: 321.251.6305 EMAIL: igfoaexpressewcom TEL.: (772)219=21$0
APPROVED DATEISREET`NO.— 7WL7#1'"
10.29.18 — 2.1 — I P-18-6464
Pre -Cast Specialties, LLC
3898 Selvitz Road I Fort Plerce, Ftorlda 34981
PHONEi (954) 781-4040 FAXf 954-781-1194
2" TO 3" TOPPING
(BY G.C.)
00
. zv'
4'-0" O.C., AND 6" U.S.
#3 BAR CONTINUOUS.
(BY G.C.) LAP VARIES
8" MASONRY WALL
W/REINF. (BY G.C.)
SECTION
,3 _ n % SCALE: 3/4" = 1'-0"
±2" TOPPING
(BY G.C.)
SECONDARY POUR
(BY G.C.)
00
#4 BAR CAST IN TOPPING
4'-0" O.C., AND 8" U.S.
3 BAR CONTINUOUS.
BY G.C.) LAP VARIES
8" MASONRY WALL
W/REINF. (G.C.)
11 SECTION
3.0 SCALE: 3/4" = 1'-0"
SECONDARY POUR
(BY G.C.)
4 BAR CAST IN TOPPING
SECONDARY POUR
(BY G.C.)
#4 BAR CAST IN BEAM AT
4'-0" O.C., #3 BAR CONT.
AND #4 x 1 —6" LG BAR
GROUTED IN CORE, ONE
PER PLANK.(BY G.C.)
2" TO 4" TOPPING t2" TOPPING
(BY G.C.) (BY G.C.)
SECONDARY POUR _ _ _
.� .�..�' (BY G.C.) O O
'� . .a •..
#4 BAR CAST IN TOPPING
6" U.S. 4'-0" O.C., AND 4 8" U.S.
3 1 2"t 3 4" BRG. (BY G.C.)
LAP VARIES
CONC. BEAM
W/REINF. (BY G.C.)
1 SECTION
3.0 SCALE: 3/4" = 1'-0"
SECONDARY POUR
(BY G.C.)
#4 BAR CAST IN TOPPING
2" TO 4" TOPPING
(BY G.C.)
r 00
4'-0" O.C., AND 6" U.S.
#3 BAR CONTINUOUS.
(BY G.C.) LAP VARIES
8" MASONRY WALL
W/REINF. (BY G.C.)
SECTION
LSCALE: 3/4" = 1'-0"
1/1
2 SECTION
3.0 SCALE: 3/4" = 1'-0"
GROUTING BUTT JOINTS
(BY G.C.)
f2" TOPPING
(BY G.C.)
OO r
8" U.S.
LAP VARIES
#4 BAR CAST IN BEAM
04'-0" O/C (BY G.C.) Vol''
8" MASONRY WALL
W/REINF. (G.C.)
SECTION
3.0 SCALE: 3/4" = 1'-0"
M.
2" TAPGP
�4 BAR .)
BY G.C.)
H,
f2" TOPPING
(BY G.C.)
008" U.S.
LAP VARIES
'e CAST UJ/ BEAM WA R4
° BAR CONT. IN 4' SECTION
CONC. BEAM °°° (BY G.C.)
W/REINF. (BY G.C.) 6.. #5 BAR CAST IN BEAM AT
4'-0" O.C., #4 BAR CONT.
STEP DOWN BEAM AND #4 x 1 —6" LG BAR
GROUTED IN CORE, ONE
4" (BY G.C.) PER PLANK. (BY GC.)
3 SECTION
3.0 SCALE: 3/4" = 1'-0"
GROUTING BUTT JOINTS O
(BY G.C.) t2" TOPPING
(BY G.C.)
8" U.S.-J 8" U.S.
3"t 1 2" BRG 3"t 1 2" BRG.
#4 HOOKED BAR CAST IN
BEAM 0 4'-0" O.0 &
8" MASONRY WALL AND #4 BAR HORIZONTAL IN
W/REINF. (BY G.C.) CORE ONE PER PLANK
04 BAR CON?.
f2" TOPPING (BY G.C.)
(BY G.C.) ±2" TOPPING
(BY G.C.)
: W.88" U.S.3 1/2"t 3/4" BRG. IES
e
AST IN BEAM AT
° 4'4 O�O.CC3 BAR CONT
CONC. BEAM , ► AND #4 x 1'-6" LG BAR
W/REINF. (BY G.C.) GROUTED IN CORE, ONE
(BY G.C.) PER PLANK.
12 SECTION
3.0 SCALE: 3/4" = 1'-0"
GROUTING BUTT JOINTS
(BY G.C.)
f2" TOPPING
(BY G.C.) I
8" U.S.
LAP VARIE
STEP DOWN BEAM 4'
(BY G.C.)
17 SECTION
3.0 SCALE. 3/4" = 1'-0"
2" TO 3" TOPPING
(BY G.C.)
(BY G.C.)
a SECTION
3.0 SCALE: 3/4" = 1'-0"
GROUTING BUTT JOINTS
(BY G.C.)
t2" TOPPING
(BY G.C.)
Q) loc-
8" U.S.
LAP VARIES e.
STEP DOWN BEAM 4"
(BY G.C.)
4 SECTION
3.0 SCALE: 3/4" = 1'-0"
NOT USED
9 SECTION
3.0 SCALE: 3/4" = 1'-0"
N ,d BAR CONT.
w (BY G.C.)
TOPPING
t2" TOPPING > t2"(BY G.C.
(BY G.C.)
. 0 0
00 •
° 8" U.S.
6" U.S. a LAP VARIES
LAP VARIES a 's CAST W/ BEAM WA 04
BAR CONT. IN 4' SECTION
(BY G.C.)
W/REINF�(BY G n• °: #5 EAR CAST IN BEAM AT
DATE ( DESCRIPTION
— REVISIONS —
4 —0 O.C., #4 BAR CONT.
AND #4 x 1 —6" LG BAR
GROUTED IN CORE, ONE
PER PLANK. (BY GC.)
13 SECTION
3.0 SCALE: 3/4" = 1'-0"
ENGR.
°4N R SpR/n;'
+2" TOPPING t2" TOPPING
(BY G.C.) (BY G.C.)
SECONDARY POUR
Lo N#4 BAR CAST IN BEAM AT 8" U.S.
4'-0- O.C., 3 BAR CONT.
i U.S. AND #4 x 1 - 6" LG BAR 3 1 /2"t 3/4" BRG.
t 3/4" BRG. GROUTED IN CORE, ONE
PER PLANK.(BY G.C.)
8" MASONRY WALL
W/REINF. (BY G.C.)
SECONDARY POUR
(BY G.C.)
#4 BAR CAST IN TOPPING
t2" TOPPING
(BY G.C.)
•' 00
4'-0" O.C., AND 6" U.S.
#3 BAR CONTINUOUS.
(BY G.C.) LAP VARIES
8" MASONRY WALL
W/REINF. (BY G.C.)
SECTION
; _ n / SCALE: 3/4" = 1'-0"
5 SECTION
3.0 SCALE: 3/4" = 1'-0"
NOT USED
10 SECTION
3.0 SCALE: 3/4" = 1'-0"
SECONDARY POUR
(BY G.C.)
fBAR CAST IN BEAM AT
" O.C., #3 BAR CONT.
AND #4 x 1 -6" LG BAR
GROUTED IN CORE, ONE
PER PLANK.(BY G.C.)
DATE S ='off tNs� :V�-s 11
* No 49808 :� : PROJECT:
STATE OF W ARBUCCI RESIDENCE
f2" TOPPING
(BY G.C.)
15 SECTION
3.0 SCALE: 3/4" = 1'-0"
110.29.18
CHECKED — DATE
'-Fd'S�`
Joseph R Springer, PE
FL Reg 49806
EXPRESS ENGINEERING LLC
FLORIDA CERTIFICATE OF AUTHORIZATION #26911
155 FRAMES ROOST BLVD STE 2050, ALTAMONTE SPRINGS, FL 32701
PHONE: 321.251.6305 EMAIL: infoaexpressenq.mm
4832 WATERONG WAY, FT PIERCE, FL
CONTR.: COASTAL CONSTRUCTION & DESIGN
TEL.: (772)219-2180
BY
DRAWN DATE
J.H. 7130/18
6" U.S.
APPROVED DATE SHEET 0
10.29.18 — 3.0 — P-18-6464
ORE- n°
O
Pre— lalties, LLC
3898 Selvitz Road I Fort Pierce, Florida 34981
PHONE: (954) 781-4040 FAX: 954-781-1194