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General Notes
A. CONCRETE & FOUNDATION DESIGN-
1. ALL CONCRETE GRADE BEAMS AND FOOTINGS SHALL BE 3000
PSI MINIMUM.
2. ALL CONCRETE FILLED SUPPORTED SLABS SHALL BE 2500 PSI
MINIMUM, 3 1/2" NOMINAL THICKNESS.
APPROPRIATE ACI AND ASTM REQUIREMENTS MAY BE USED
IN LIEU OF WELDED WIRE MESH
4. ALL SLABS ON GRADE SHALL BE 4" THICK WITH FIBERIVI ESH.
5. AIL REINFORCING SHALL CONFORM TO ASTM A615, BE GRADE
60 (60 KSI MIN.) DEFORMED BARS, #3 BARS MAY BE GRADE 40
6. ALL OVER POUR CONCRETE FILLED SUPPORTED SLABS SHALL
BE 3000 PSI MIN., 2" MINIMUM. THICKNESS,
7. SOIL BEARING PRESSURE SHALL BE A MINIMUM OF 1500 PSF.
S. THE CONCRETE SHALL CONFORM TO ASTM C94 FOR THE
FOLLOWING:
OPC (PORTLAND CEMENT TYPE 1,- ASTM C 150).
AGGREGATES - #6 STONE, ASTM C 33 SIZE NO.67 LESS THAN
3/4".
AIR ENTRAINING+/- 1%- ASTM C 260.
WATER REDUCING AGENT - ASTM C 494.
CLEAN POTA13LE WATER
OTHER ADMIXTURES SHALL NOT BE PERMITTED.
9. METAL WELDED WIRE SHALL CONFORM TO ASTM A 185.
10. PREPARE & PLACE CONCRETE ACCORDING TO AMERICAN
CONCRETE INSTITUTE MANUAL STANDARD PRACTICE, PART 1,
2, & 3 ALONG WITH HOT WEATHER CONDITIONS
RECOMMENDATIONS.
11. IF UTILIZING EXISTING CONCRETE FOR FOUNDATION,
CONCRETE SHALL BE A MINIMUM OF 4" IN THICKNESS,
VISIBLY FREE OF ANY STRUCTURAL EXCESSIVE CRACKING,
SPALLING OR OTHER DETERIORATION.
B. MASONRY:
1. CONCRETE MASONRY UNITS (CMU) SHALL BE STANDARD
HOLLOW UNITS AND SHALL BE 1900 PSI MINIMUM BASED ON
TYPE M OR S MORTAR
2. ALL MORTAR SHALL BE OF TYPE M OR S.
3. ALL GROUT SHALL BE 2000 PSI MIINDAUM AND HAVE
MAXIMUM COARSE AGGREGATE SIZE 01`21W.
4.PROVIDE CLEAN -OUTS FOR REINFORCED CELLS CONTAINING
REINFORCEMENT WHEN GROUT POUR EXCEEDS 5'-0" IN
HEIGHT.
C. ALUMINUM:
1. ALL STRUCTURAL ALUMINUM SHALL CONFORM TO THE
MINIMUM REQUIREMENTS OF 6005-TS FOR ALLOY WITH A
MINIMUM THICKNESS OF 0.040" FOR SUPPORTING MEMBERS.
2. WHERE KICK PLATES ARE USED A MINIMUM THICKNESS OF
0.024' SHALL APPLY.
3. STRUCTURAL ALUMINUM DESIGN CONFORMS TO "PART 1-A -
SPECIFICATIONS FOR ALUMINUM STRUCTURES - ALLOWABLE
STRESS DESIGN" OR "PART 1-B - SPECIFICATIONS FOR
ALUMINUM STRUCTURES - BUILDING LOAD AND RESISTANCE
FACTOR DESIGN" OF THE ALUMINUM DESIGN MANUAL
PREPARED BY THE ALUMINUM ASSOCIATION,
INC. WASIIINGTON D.C. THE FLORIDA BUILDING CODE 61h
EDITION ( CHAPTER 16 STRUCTURAL DESIGN & CHAPTER 20
ALUMINUM).
4. WHERE ALUMINUM COMES INTO CONTACT WITH STEEL, OR
PRESSURE TREATED LUMBER PROVIDE DIELECTRIC
SEPARATION.
5. ALUMINUM MEMBERS SHALL BE STITCHED WITH NO LESS
THAN #10 SMS 6" FROM THE ENDS AND IY ON CENTER, IF
USING #12 SPACING MAY BE 24" ON CENTER.
6. VINYL AND ACRYLIC PANELS SHALL BE REMOVABLE. THEY
SHALL BE IDENTIFIED WITH A DECAL ESSENTIALLY STATING
"REMOVABLE PANEL SHALL BE REMOVED WHEN WIND
SPEEDS EXCEED 75 MPH" . DECAL SHALL BE PLACED SO IT IS
VISIBLE WHEN PANEL. IS INSTALLED.
7. VX2"XO.045" NON-STRUCTURAL MEMBERS SHALL BE
ATTACHED TO HOST WITH 1/4"0 X 1-3/4" EMBEDMENT & 24"
O.C. MASONRY SCREW FOR CONCRETE & EQUIVALENT SIZE
WOOD SCREW WHEN IN WOOD & 91OX 1/2' EMBEDMENT SMS
OR TEK SCREWS IN ALUMINUM MEMBERS TYPICAL.
D. FASTENERS:
I. ALL LAG BOLTS SHALL CONFORM TO STAINLESS STEEL TYPE
30018-8, WITH STANDARD FLAT WASHER UNLESS
MANUFACTURER GALVANIZES BOLTS SPECIFIES FOR USE
WITH ACQ PRESSURE TREATED WOOD.
2. HEX BOLTS HAS TO BE ASTM A 325, PLATED WITH STANDARD
FLAT WASHERS AND NUTS.
3. ALL CONCRETE SCREWS SHALL BE, SIMPSON, FIILTI, RAWL,
TAPCON,REDHEAD, DYNABOLT, PORTECT OR APPROVED
EQUAL.
4. ALL METAL TIES AND ASSOCIATED ACCESSORIES SHALL BE
5. ALL LAG BOLTS SHALL HAVE A MINIMUM EMBEDMENT OF BX
BOLT DIAMETER INTO STRUCTURAL FRAMING (G=.42 MIN.).
6. LAG BOLTS AND SCREWS INTO WOOD FRAMING SHALL BE
PROVIDED WITH PILOT HOLES HAVING A DIAMETER NOT
GREATER THAN 70 PERCENT OF THE THREAD DIAMETER OF
THE BOLT OR SCREW. ALL LAG 13OLTS AND SCREWS SHALL BE
INSERTED IN PILOT HOLES BY TURNING AND UNDER NO
CIRCUMSTANCES BY DRIVING WITH A HAMMER
]. ALL EXPANSION ANCHORS SHALL BE DESIGNED IN
ACCORDANCE WITH THE SPECIFIC MANUFACTURER'S
REQUIREMENTS AND ALLOWABLE LOADS AND SHALL ONLY
BE APPLIED IN CONDITIONS ACCEPTABLE TO
MANUFACTURER FASTENERS SHALL BE A MINIMUM OF SAE
GRADE 45 OR BETTER ZINC PLATED.
S. ALL FASTENERS CONNECTING ALUMINUM COMPONENTS OR
PRESSURE TREATED LUMBER ARE STAINLESS STEEL TYPE 300
18-8, UNLESS MANUFACTURER GALVANIZED BOLTS SPECIFIES
FOR USE WITH ACQ PRESSURE TREATED WOOD, OR
OTHERWISE NOTED ON PLANS.
9. ALL FASTENERS SHALL COMPLY WITH ASTM A153.
10. ALL CONNECTORS SHALL COMPLY WITH ASTM A653
CLASS G-185.
11. FOR SMS, THE MINIMUM CENTER -TO -CENTER SPACING
SHALL BE 3/4" AND MINIMUM CENTER -TO -EDGE SHALL BE 1/2"
UNLESS NOTED OTHER WISE.
E. REFERENCE STANDARDS:
ASTM E 119
ASTM E 1300
CURRENT ASCE 7
CURRENT ALUMINUM DESIGN MANUAL -AA ASM35, AND SPEC.
FOR ALUMINUM PART 1-A, & 1-B
ASTM C94
ASTM C150
ASTM C33
ASTM C260
ASTM C494
ASTM A615
ASTM A185
FLORIDA BUILDING CODE 6th EDITION (CHAPTERS 16,20 & 23).
F. ABBREVIATIONS:
THE FOLLOWING LIST OF ABBREVIATIONS IS NOT INTENDED
TO REPRESENT ALL THOSE USED ON THESE DRAWINGS, BUT
TO SUPPLEMENT THE MORE CONL MON ABBREVIATIONS.
1. TYP -TYPICAL
2. SIM--SIMILAR
3. UON - UNLESS OTHERWISE NOTED
4. CONT - CONTINUOUS
5. VIF-VERIFY IN FIELD
G. RESPONSIBILITY:
1. ALL SITE WORK SHALL BE PERFORMED BY A LICENSED
CONTRACTOR INACCORDANCE WITH APPLICABLE BUILDING
CODES, LOCAL ORDINANCES, ETC.
2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND DETAILS,
NOTIFYING ENGINEER OF ANY DISCREPANCIES BETWEEN
DRAWINGS, FABRICATED ITEMS, OR ACTUAL FIELD
CONDITIONS.
3. THESE DRAWINGS REPRESENT THE ACCEPTABILITY OF THE
'SUNROOM' ROOM ADDITION ELEMENTS AS PROVIDED BY THE
CONTRACTOR.
4. ALL DETAILS ON THESE DRAWINGS ARE ENGINEERED BASED
ON INFORMATION PROVIDED BY THE CONTRACTOR AND
MANUFACTURER.
5. ANY DETAILS NOT SHOWN ARE TO BE ENGINEERED BY A
LICENSED P.E. IN ACCORDANCE WITH STANDARD
ENGINEERING PRACTICES.
IL MISCELLANEOUS:
1. ALUMINUM ADDITIONS ARE NOT TO BE INSTALLED ON A
MANUFACTURED HOME, TRAILER HOME, OR PRE-FAS HOME. IF
THE EXISTING STRUCTURE IS ONE OF THESE, A SEPARATE 4TH
WALL SUPPORT SYSTEM MUST BE ENGINEERED SO THAT NO
ADDITIONAL LOADING IS PLACED ON THE MANUFACTURED
HOME.
z. IFENCLOSURE CONTAINS ASWIMMING POOL OR SPA, THE
ENCLOSURE SHALL COMPLY WITH RESIDENTIAL SWIMMING
COPY
Y
BARRIER REQUIREMENTS OF 771E FLORIDA BUILDING CODE 61h
FILE
EDITION R4501.17 IN ITS ENTIRETY.
_
CONTRACTOR
4. IF PAVERS ARE UNDER ALUMINUM MEMBERS THEY SHALL
HAVE EPDXY ADHESIVE TO CONCRETE OR IF USING GROUT,
ENSURE BONDING AGENT IS USED FIRST.
SCREENING MATERIAL SHALL BE ISX14XO.013 OR
EQUIVALENT DENSITY SCREEN MESH ONLY UNLESS NOTED
ON DRAWING S-2.
i. PLEASE NOTE: 2x2 (typ) DIAGONAL BRACING SHALL BE
2'X2"XO.055" MATERIAL, UNLESS OTHERWISE NOTED ON S-2.
DESIGN DATA:
1. ULTIMATE DESIGN WIND SPEED Vu11, (3 SECOND
GUST):
NOMINAL DESIGN WIND SPEED VaMI:
2. RISK CATEGORY:
3. WIND EXPOSURE:
4. RIND LOADS:
SCREEN ROOF:
9 PSF
SCREEN WALLS:
31 PSF
SOLID ROOP (SCREEN WALL):
25 PSF
COMPONENTS AND CLADDING LOAD:
+16.00/-28.52 PSF
1^ 1
ISO MPH
116 bPH
1
B
5. FACTOR APPLIEDTO SCREEN WIND LOADS FOR 18X14XO.013
OR EQUIVALENT DENSITY SCREEN MESH: 0.89
6. FACTOR APPLIED TO SCREEN WIND LOADS FOR ALLOWABLE STRESS DESIGN:_0.6
7. LIVE LOAD:
3001b. VERTICAL DOWNLOAD ON PRIMARY SCREEN ENCLOSURE MEMBERS.
2001b. VERTICAL DOWNLOAD ON SCREEN ENCLOSURE PURLINS.
8. EXISTING SLAB AND OR FOOTING MEETS THE REQUIREMENTS TO RESIST THE
UPLOADS FOR THE PROPOSED STRUCTURE.
9. SCREEN ROOF TYPE: N/A
10. SOLIDROOFTYPE: 3"X48"XO.024" STRUCTALL FPS FOAM CORE COMPOSITE PA
ALUMINUM STRUCTURAL MEMBERS
HOLLOW SECTIONS
2 x 2----------------------------------------2" x 2" x 0,044„
2 x 3----------------------------------------2" x 3" x 0.050„
2 x 4:---------------------------------------2" x 4" x 0.050„
2 x 5:------------------ _-------------------- 2" x 5" x 0.050"
3 x 3:---------------------------------------3" x 3" x 0.125"
OPEN BACK SECTIONS
1 x 2:---------------------------------------- 1" x 2" x 0.040"
1 x 3-----------------------------------------1" x 3" x 0.045'
SNAP SECTIONS
2 x 2 SMS:----------------------------------2" x 2" x 0.045"
2 x 3 SMS----------------------------------2"x 3" x 0.072"
2 x 4 SMS---------------------------------- 2" x 4" x 0.045"
3 x 3 SMS---------------------------------- 3" x 3" x 0.090"
SELF MATING fSMB
2 x 4 SMB:-------------•--------
2" x 4" x 0.044" x 0.100'
2 x 5 SMBr------------•-_------
2" x 5" x 0.050" x 0.118"
2 x 6 SMB:------------- •--------
2" x 6" x 0.050" x 0.120"
2 x 7 SMB-------------•--------
2" x 7" x 0.057" x 0.120"
2 x 8 SMB:----------------------
2" x B" x 0.072" x 0.224"
2 x 9 SMBr------------•--------
2" x 9" x 0.072" x 0.224"
2 x 10 SMB-------------------- 2"x 10" x 0.092"x 0.37V
TUBE SECTIONS
2 x 2________________________________________2" x 2" x 0.090"
o : .9
m OP
DA
ENGINEER OF RECORD:
David W, Smith P.E.
FLORIDA LICENSE: 53608
Thomas L. Hanson RE
FLORIDA LICENSE: 38654
Mark R. Dunn P.E.
FLORIDA LICENSE: 73968
Joel Falardeau P.E.
FLORIDA LICENSE: 70667
Erik Stuart P.E.
FLORIDA LICENSE: 77605
FBC Plans & Engineerir
Services, Inc.
6272 AbbottStation Dr. Unit 101
Zephyrhills, FL 33542
Ph#(813)788.5314
Fax# 1-(866)824-7B94
E-mail-erb@fbcplans.com
W ebS ite- W ww. fbcplans.com
C.O.A.429054
DATE: 1/22/2018
DRAWN BY: TLK
DATE:
RO 1
RO 2
RO 3
RO 4
PROJECT ADDRESS:
SMITH
4908 PALMETTO DR
=T PIERCE, FL 34952
ONTRACTOR: �t
K & S INDUSTRIES, INC.
1379 SW BILTMORE ST.
PORT ST LUCIE, FL 34983
NOTES
S-1
10,
OR IN PART W THOUT EXPRESSED WRITTEN PERMISSION OF
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ENGINEER OF RECORD:
David W. Smith P.E.
FLORIDA LICENSE: 53608
Thomas L. Hanson P.E
FLORIDA LICENSE: 38654
Mark R. Dunn P.E.
FLORIDA LICENSE: 73968
Joel Falardeau P.E.
FLORIDA LICENSE: 70667
Erik Stuart P.E.
FLORIDA LICENSE: 77605
FBC Plans & Engineering
Services, Inc.
6272 Abbott Station Dr. Unit 101
Zephyrhills, FL 33542
Ph# (813)788-5314
Fax# 1-(866)824-7894
E-mail-erb@fbcplans.com
Website-www.fbcplans.com
C.O.A. #29054
I DATE: 1/22/2018 I
DRAWN By: TLK
REVISION; DATE:
RO 1
F
2
3�E
R0 4
Job# 19010930
PROJECT ADDRESS:
18 PALMETTO DR
PIERCE, FL 34952
:ON"TRACTOR:
K & S INDUSTRIES, INC.
1379 SW BILTMORE ST.
PORT ST LUCIE, FL 34983
FLOOR PLAN
S-2
BE REPRODUCED IN WHOLE OR IN PART WITHOUT EXPRESSED WRITTEN PERMISSION OF TRAC
BEAM SCREWS
2"X 4' SMB 6
2"XS"SMB 6
2"x7"SMB 8
2"XB"SMB 10
2"X9"SMB 10
2"X10"SMB 12
BEAM 00
FLATOR 00
SLOPPED
00
U
U
SECONDARYANGLE MIN
(4)#IOX3/4"SMS 0,125"THICK(NOT
FASTENING SECONDARY REQUIRED FOR 2X3 L � a13V
ANGLE TO COLUMN(n MEMBER) 1 2 �
#lOX4"SMSASHE EgCHS1DE)- PRIMARY2"X2"
NEOPRENEWASHER
8"O.C. PER PANEL (B)-3/8'OCONCRETE SCREW XO.125"ANGLE
SOLID ANCHOR INTO SECONDARY I (2) #10 X3/4" SMS FASTENING
ROOF PANEL ANCLE('IYP EACH SIDE)(SEE O COLUMNTO PRIMARY ANGLE
TABLE) O (TTPEACH SIDE)
O 1" X 2" BASE MEMBER
(TYP EACH SIDE)
ANCHOR SPA .L OPTION #1
(MIN)(7"P)(SEE TABL) (1)-3/8"OCONCAETE SCREW
ANCH
®®
i
3
0
2" x 2"x Y," ALUM
RECEIVING CHANNEL w/
CONNECTION SIMILAR TO D, S-3,
(10)#12 x 3/4" INTO
FOR NUMBER OF #14X 3/4"
BEAM&(10)#12x3/4"
SCREWS SEE TABLE BELOW
INTO CARRIER BEAM
2" x—" SMB
2X_ SMB UPRIGHT
ARRIER BEAM (SEE
(SEE SHEET S-2 FOR
SHEET S-2 FOR SIZE)
SIZE)
A CARRIER BEAM CONNECTION DETAIL
S 3
SCALE NTS
Column
Size
3/8" 0
Concrete Screw
Anchor
B
Min. Spa
2x3
2x4
3
D5
2x6
2X7
2x8
2
2x9
4'
2x10
2
4.
d OR INTO PRIMARY
ANGLE AND @ 1/4" 0 CONCRETE-
3"(MIN) SCREWANCHOR@
24" O.C. BETWEEN COLUMNS
NOTES: (IYP EACH SIDE)
1. NUMBER OF ANCHORS"B" IS EACH SIDE INTO THE SECONDARY
ANGLE AND DOES NOT INCLUDE THE ANCHOR INTO THE IXZ.
2. MINIMUM EMBEDMENT OF ANCHORS INTO CONCRETE FOOTING
SHALL BE 2-31V ATAT ALL UPRIGHT LOCATIONS. ALL SCREW
LENGTHS AT UPRIGHT CONNECTIONS SHALL BE OF SUFFICIENT
LENGTH FOR REQUIRED EMBEDMENT INTO CONCRETE FOOTING
WHEN A PAVER DECK IS PRESENT.
3. CONCRETE SCREW ANCHOR DESIGNS ARE BASED ON ITW RED
HEADS LOT 3/8" O STAINLESS STEEL CONCRETE SCREW. OTHER SIZE
OR TYPE OF ANCHORS SHALL NOT BE USED.
4. 2X3W/1X2 CORNER POST SHALL REQUIRE SAME BASE
CONNECTIONS AS 2X4 SHOWN IN TABLE.
-(4)#lox-1'/, .SMS INTO�I1 iI OPTION#2
2"X2"OR2"X3"_j I I 0.062"ALUMINUM INTERNAL OR
MEMBER EXTERNAL RECEIVING CHANNEL
W/ (4) #IO X 3/4" INTO INTO
LBEAM OR UPRIGHT. (2) #14X 3/4"
EA LEG INTO GIRT OR PURLIN-
(0.062"ANGLE CLIPS W/ (2) -
#140/4" SMS EA LEG)
UPRIGHT OR BEAM -SNAP
OR SELF MATING OR
� ,\ HOLLOW
/ n \ PURLIN OR GIRT TO BEAM OR POST DETAIL
S-3 SCALE: NTS
BEAM SCREWS
1" X 5" or 7" X4" WIDTH EXTRUDED GUTTER
2" X 4" SMB 6
BRACKET(THICKNESS OF LEG @ LAG
2' X 5 "SMB 6
3" RECEIVING CHANNEL
SCREW SHALL BE 0.125" MIN.
2" X 6'SMB 8
8
W/#12 X 4" SMS
IONG LEG SHALL BE 0.072" MIN)
2' X 7" SMB
10
1-1/4' NEOPRENE
EACH BEAM1 (4)
2"XS"SMB
2"X9"SMB 10
WASHER @ 8° O.C. PER
#12X3/4" SMS 1" SPA.
1
Z' X 10" SMB 12
PANEL
INTO GUTTER LIP&ANGLE
HINGE LOCATION
(2) 3/8" LAG SCREWS @ 1-112"
3" COMPOSITE PANEL
SPACING @ EA. GUTTER BRACKET
FOR SLOPED BEAMS,
(1) @ 12" O.C. MAX- MIN EMBEDMENT
2" x 2" EXTRUSION
2" x 2" EXTRUSION
MAINTAIN ALL SCREW SPACING
SHALL BE 2"
FROM EDGE OF BEAM
/
BEAM
------------------ -
�i'SELF-MATING
SHALL BE NOTCHED
- - - -_--_----_---_ -_ -_
- - - -
HINGE LOCATION
DOOR
2"x2"EAVE RAIL SECTION
5
V FORUPRIGHT
_
------------- - -
(UNLESS OTHERWISE SHOWN
ON S-2)
- ATTACHED TO BEAM w/��
(3) IOX 2" SMS INTO SCREW
BOSS
O O �I rk
1"X2"OPEN BACK EAVE
RAIL ATTACHED TO
oil
HINGELOCATION
UPRIGHTw/(2
#lox l Y," SMS INTO SCREW
I i
BOSS
\.2'NOTCHOF INSIDEBEAM
2X8 SMB STITCHED TO
#30 X 1 %' SMS 24" C/
TO SLIDE OVER UPRIGHT
SUPER GUTTERW/(2)#14
THE HOST STRUCTURE
NOTES:
414X 3/4"SCREWS
X3/4" @ 24O.C. & @ EA -
SHALL HAVE AT LEAST
1. HINGES SHALL BE ATTACHED TO STRUCTURE W/ (3) #10 x 5/8" SMS MINIMUM.
(SEE TABLE Aeove)
GUTTER BRACKET '"
2"X4"FASCIA AND ROOF
2. DOOR SHALL BE ATTACHED TO ENCLOSURE w/(2) HINGES MINIMUM.
"(MIN)UPRIGHT
SUPER GUTTER
TRUSSSYSTEM.
3. HINGES SHALL BE ATTACHED TO DOOR WITH (3)#30x5/8"SMS. FASTEN
CONTRACTOR SHALL
1" x 2" x 0.044" TO UPRIGHT W/#12 x 1" SMS @ 12" O.C. AND WITHIN 3" FROM
VERIFY THIS AND IF
END OF THE UPRIGHT.
S
SMALLER -CONTRACTOR
COMPOSITE ROOFTO GUTTER DETAIL SHALL BRING STRUCTURE
S 3 SCALE: NTS
UP TO A 2"X4" FASCIA AND
ENSURE LESS THAN A2'-0"
OF TypICALSCREEND00RCONNECT[ONDETAILD
UPRIGHT TO BEAMCONNECTION-ALLWINDZONES
OVERHANG.
S_3 SCALE: NTS
SCALE: NTS
3
�-3j
•:�O FOR
vj
.• e
�,`�s
i a���F°ENGI•
David W. Smith P.E.
FLORIDA LICENSE: 53608
Thomas L. Hanson RE
FLORIDA LICENSE: 38654
Mark R. Dunn P.E.
FLORIDA LICENSE; 73968
Joel Falardeau P.E.
FLORIDA LICENSE: 70667
Erik Stuart P.E.
FLORIDA LICENSE: 77605
FBC Plans & Engineering
Services, Inc.
6272 Abbott Station Dr. Unit 101
Zephyrhills, FL 33542
Ph# (813)788-5314
Fax# 1-(866)824-7894
E-mail-erb@fbcplans.com
W ebs ite-ww W.fbcp]ans.com
C.O,A: #29054
DATE: 1/22/2018
DRAWN BY: TLK
REVISION; DATE:
RO 1
2
3
R4
Job# 19010930
PROJECT ADDRESS:
SMITH
4908 PALMETTO DR
FT PIERCE, FL 34952
:ONTRACTOR:
K S S INDUSTRIES, INC.
1379 SW BILTMORE ST.
PORT ST LUCIE, FL 34983
DETAILS
S-3
NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT EXPRESSED WRITTEN PERMISSION OF TRAC DESIGN.
U
w
FORM HEADER OR
#10 SMS AT EACH RISER
FOR PAN OR#10 SMS@
8" O.C. FOR COMPOSITE PANEL
/ \010 SMS@8"O.C.
FOR COMPOSITE PANEL
(2) #10 SCREWS PER 12"
WIDTH CONNECTING
PAN TO HEADER (BOTTOM
OR BACK OF PAN)
#10 X 2" SCREWS PER 12" WIDTH CONNECTL\
WER OR CHANNEL TO FASCIA.
Sl ROOF PANEL TO FASCIA CONNECTION DETAILS
S_4, SCALE: NTS
C ILE COPY
` Ge�l� p(-053D
ROOF
n• �Tgp oC:
F ;
O
57 r,�I:-.s�ailll
ENGINEER OF RECORD:
David W. Smith P.E.
FLORIDA LICENSE: 53608
Thomas L. Hanson P,E
FLORIDA LICENSE: 38654
Mark R. Dunn P.E.
FLORIDA LICENSE: 73968
Joel Falardeau P.E.
FLORIDA LICENSE: 70667
Erik Stuart P.E.
FLORIDA LICENSE: 77605
FBC Plans & Engineering
Services, Inc.
6272 Abbott Station Dr. Unit 101
Zephyrhills, FL 33542
Ph# (813)788-5314
Fax# 1-(866)824-7894
E-mail-erb@fbcplans.com
W ebs ite- W ww. fb cp I an s. c o m
C.O.A: #29054
DATE: 1/22/2018
DRAWN BY: TLK
REVISION: DATE:
RO 1
RO 2
RO 3
RO 4
Job# 19010930
PROJECT ADDRESS:
SMITH
4908 PALMETTO DR
FT PIERCE, FL 34952
CONTRACTOR:
K & S INDUSTRIES, INC.
1379 SW gILTMORE ST.
PORT ST LUCIE, FL 34983
DETAILS
S-4
THIS DOCUMENT SHALL NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT