HomeMy WebLinkAboutBUILDING PLANS, 0�
General Notes
A. CONCRETE & FOUNDATION DESIGN:
1. Ai.i. mw(,.RF:TE GRADE BEAMS AND FOOTINGS SHALL BE
PSI MRNIMUM.
2. ALL CONCRETE FILLED SUPPORTED SLABS SHALL BE 2500 PSI
MINIMUM, 3 1/2" NOMINAL THICKNESS.
3. FIBERMESH (3/4" PER CUBIC YARD MIN.) MEETING
- __APP-ROPRIATEACIAND_ASTM-REQUIREMENTS-MA.Y-BE_USED__
IN LIEU OF WELDED WIRE MESH
4. ALL SLABS ON GRADE SHALL BE 4" THICK WITH FIBERMESH.
5. ALL 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.
8. 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 POTABLE 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 (CbfU) 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 MINIMUM AND HAVE
MAXIMUM COARSE AGGREGATE SIZE OF 3/8".
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
MIND" REQUIREMENTS OF 6005-T5 FOR ALLOY WITH A
NM41MUM 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.WASHINGTOND.C. THE FLORIDA BUILDING CODE 6th
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 12" 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. 1 "X2"X0.045" 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 & #10X 1/2"-EMBEDMENT SMS
OR TEK SCREWS IN ALUMINUM MEMBERS TYPICAL.
D. FASTENERS:
I. ALL LAG BOLTS SHALL CONFORM TO STAINLESS STEEL TYPE
300 18-8, 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 ADDITIONAL LOADING IS PLACED ON THE MANUFACTURED
FLAT WASHERS AND NUTS. HOME.
3. ALL CONCRETE SCREWS SHALL BE, SIMPSON, HILTI, RAWL, 2. IF ENCLOSURE CONTAINS A SWIMMING POOL OR SPA, THE
EQUAL.
4. ALL METAL TIES AND ASSOCIATED ACCESSORIES SHALL BE
HOT DIPPED GALVANIZED.
5. ALL LAG BOLTS SHALL HAVE A MINIMUM EMBEDMENT OF 8X
-$OUT-DIAMETER-INTO-STRUCTURAL.ERAMING_(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 BOLTS AND SCREWS SHALL BE
INSERTED IN PILOT HOLES BY TURNING AND UNDER NO
CIRCUMSTANCES BY DRIVING WITH A HAMMER.
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 #5 OR BETTER ZINC PLATED,
8. 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 Al53.
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 COMMON ABBREVIATIONS.
1. TYP --TYPICAL
2. SIM -- SIMILAR
3. LION -- UNLESS OTHERWISE NOTED
4. CONT -- CONTINUOUS
5. VIF -- VERIFY IN FIELD
G. RESPONSIBILITY:
I. ALL SITE WORK SHALL BE PERFORMED BY A LICENSED
CONTRACTOR IN ACCORDANCE 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.
H. MISCELLANEOUS:
1. ALUMINUM ADDITIONS ARE NOT TO BE INSTALLED ON A
MANUFACTURED HOME, TRAILER HOME, OR PRE-FAB HOME. IF
THE EXISTING STRUCTURE IS ONE OF THESE, A SEPARATE 4TH
WALL SUPPORT SYSTEM MUST I3E ENGINEERED SO THAT NO
BARRIER RE QU1xr:Mr:NTS OF THE FLORIDA B UILDING CODE 6t
EDITION R 4501.17 IN ITS ENTIRETY.
3. DOOR LOCATIONS MAY BE DETERMINED IN THE FIELD BY
CONTRACTOR.
_4-IF PAVERSARE UNDERALLMINUM-MEMBERS THEY -SHALL -
HAVE EPDXY ADHESIVE TO CONCRETE OR IF USING GROUT,
ENSURE BONDING AGENT IS USED FIRST.
5. SCREENING MATERIAL SHALL BE 18X14X0.013 OR
EQUIVALENT DENSITY SCREEN MESH ONLY UNLESS NOTED
ON DRAWING S-2.
6. PLEASE NOTE: 2x2 (typ) DIAGONAL BRACING SHALL BE
DESIGN DATA:
1. ULTIMATE DESIGN WIND SPEED Vult, (3 SECOND
GUST):
NOMINAL DESIGN WIND SPEED Vasd:
2. RISK CATEGORY:
3. WIND EXPOSURE:
4. WIND LOADS:
SCREEN ROOF:
9 PSF
SCREEN WALLS:
31 PSF
SOLID ROOF (1vIWFRS):
N/A
COMPONENTS AND CLADDING LOAD:
N/A
150 MPH
116 MPH
1
B
5. FACTOR APPLIED TO SCREEN WIND LOADS FOR 18X14X0.013 SCREEN MESH: 0.88
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.
10 PSF VERTICAL DOWNLOAD ON SOLID ROOF.
8. EXISTING 8"X8" THICKENED EDGE WITH 4" MONOLITHIC SLAB SHALL BE ADEQUATE
TO RESIST THE UPLOADS FOR THE PROPOSED STRUCTURE.
9. SCREEN ROOF TYPE: MANSARD
10. SOLID ROOF TYPE: N/A
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"
J
SELF MATING (SMB)
2 x 4 SMB:---------------------- 2" x 4" x 0,044" x 0.100"
2 x 5 SMB:---------------------- 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 8" x 0,072" x 0.224"
2 x 9 SMB:---------------------- 2" x 9" x 0,072" x 0.224"
2 x 10 SMB:------------------- 2" x 10" x 0,092" x 0.374"
TUBE SECTIONS
2 x 2:---------------------------------------2" x 2" x 0.090"
B
JJ V' I G DIVISION
ST. LUC#COUNTY B I
REVIEWED FOR COMP AN
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DATE E KEPT ON ]OB
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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-maii-erb@fbcplans.com
Webs ite-www.fbcplans.com
C.O.A.-#29054
DATE: 8/16/2018
DRAWN BY: TLK
I REVISION: I DATE:
Ito 1
rR
O 2O 3O 4
Job# 18_0802_18
PROJECT ADDRESS:
RODGERS
1801 HAZELWOOD DR
FT PIERCE, FL 34982
"ONTRACTOR:
K & S INDUSTRIES, INC.
1379 SW BILTMORE ST.
PORT ST LUCIE, FL 34983
NOTES
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S-4 J \S-4
J2
S-4
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
0 Services, Inc.
6272 Abbott Station Dr. Unit 101
Zephyrhills, FL 33542
Ph#(813)788.5314
Fax# 1-(866)824-7894
E-mail-erb@ fbcplans.cam
Website-Wwr,fbcplans,com
C.O.A.429054
DATE: 8/16/2018
DRAWN BY: TLK
REVISION: DATE:
RO 1
RO 2
RO 3
RO 4
lob# 1$_0802_18
PROJECT ADDRESS:
RODGERS
1801 HAZELWOOD DR
FT PIERCE, FL 34982
CONTRACTOR:
K & S INDUSTRIES, INC.
1379 SW BILTMORE ST.
PORT ST LUCIE, FL 34983
FLOOR PLAN
S-2
2" x _PURLINS (SEE A-1
FOR SIZE)ATTACHED TO
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16'
3.7S"
2X5
12
4
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1 "
16"
4.75"
2X6
16
5
1"
1 "
19"
5.75"
2X7
20
6
1"
14"
22"
6.75"
2X8
24
7
1"
1 "
23"
7.75"
2X9
24
7
1"
1
23"
8,75"
2X10
28
8
1"
1
24"
9.75"
BI
EAVE
NOTES:
1. "N" NUMBER OF SCREWS IN ANY
DIRECTION.
2. TOTAL NUMBER OF SCREWSPER JOINT
EQUALS 4 TIMES "B".
3. PLATE WIDTH SHALL BE DETERMINED
FROM ANGLE OF BEAM AND MIN. SPACE
REQUIRED.
4. GUSSET PLATES MAY BE INTERNAL OR
EXTERNAL.
5. INTERNAL SCREWS FOR PURLIN
CONNECTION MAY BE INCLUDED IN
TOTAL NUMBER OF SCREWS.
6. GABLE SPLICE WILL HAVE THE SAME
PATTERN.
B BEAM SPLICE GUSSET DETAIL TYPICAL
S'3 SCALE: NTS
(2) #10X3" SMS CROSS
SCREWING BRACE TO BEAM OR
EAVE MEMBER (.125" BACKING
PLATE USED)
ROOF
BRACE
(1) 3/8" 0 THRU I /
BOLT W/ NYLON LOCKING I / 2"x"T x.125" FLAT.
NUT OR THREAD LOCKING / BAR (typ)
MATERIALAPPLIED
E ROOF BRACING CONNECTION DETAIL
S-3 SCALE: N,T,S.
Z•BRACKET 0.250"
__ — 5"_OR7-L6_WIDTH.X_0,25.0"
EXTRUDED GUTTER BRACKET @
EA. BEAM W/ (4) #12 X 3/4"
SMS INTO'GUTTER LIP
1" x 2" x 0.045" OPEN
BACK W/ (4)#14X 1-1/2"
0
BEAM 0
00
OO
NOTE: 2X4 SMB BEAM ONLY REQUIRES 4"
WIDTH GUTTER BRACKET W/ (2) 3/8"
LAGS
- (4) 3/8" LAG SCREWS @ 1-1/2" -- - — -
SPACING @ EA. GUTTER BRACKET
& @ 12" O.C. MAX- MIN EMBEDMENT
SHALL BE 2"
2" x 2" xYs" X ALUMINUM
THE HOST STRUCTURE SHALL
ANGLE w/ (4) #14 x 3/4"
HAVE AT LEAST A 2"X4"
SMS INTO BEAM ON EA SIDE
FASCIA AND ROOF TRUSS
EA. LEG
SYSTEM. CONTRACTOR SHALL
VERIFY THIS AND IF
2"X2"X0,062" RECEIVING
(4) #12 x 3/4" SMS
SMALLER- CONTRACTOR
CHANNEL W/ (2) #10X 3/4"
INTO GUTTER EA SIDE
SHALL BRING STRUCTURE UP
EA SIDE TO COVER EXPOSED
_
TO A 2"X4" FASCIA AND
BEAM
ENSURE LESS THAN A 2'-0"
OVERHANG.
A
GUTTER BRACKET &BEAM ATTACHMENT DETAIL
S-3
N.T.S.
NOTES:
1. HINGES SHALL BE ATTACHED TO STRUCTURE W/ (3) #10 x 5/8" SMS MINIMUM.
2. DOOR SHALL BE ATTACHED TO ENCLOSURE w/(2.) HINGES MINIMUM,
3. HINGES SHALL BE ATTACHED TO DOOR WITH (3)#10 x 5/8" SMS, FASTEN A
1" x 2" x 0,044" TO UPRIGHT W/#12 x 1" SMS @ 12" O.C. AND WITHIN 3" FROM
END OF THE UPRIGHT.
F TYPICAL SCREEN DOOR CONNECTION DETAIL
S - 3J SCALE: NTS
PURLIN
UPRIGHT WEB LAPPED OVER PURLIN
W/ (2) #12X3/4" SMS EACH SIDE
THRU UPRIGHT & PURLIN
"MEMBER ATTACHED TO
rv�f�3)-�oXT�y�s�rs
INTO SCREW BOSS
1"12"10,045" OPEN BACK
ATTACHED TO PURLIN W/ (2)
#10X1-1/2" SMS INTO SCREW
BOSS
1"12"10.045" OPEN BACK
ATTACHED TO 2"X2"Xo.045"
EAVE RAIL MEMBER
#10X1-1/2" SMS
@ 24" O.0
0
NOTCH POST
AS NEEDED
C SLOPED OR FLAT PURLIN UPRIGHT LAP DETAIL
S'J SCALE: NTS
BEAM SCREWS
2" X 4" SMB 6
2" X 5 "SMB 6
2" X 6 "SMB 8
2" X 7" SMB _ 8
2" X 8" SMB 10
2" X 9" SMB 10
2" X 10" SMB 12
FOR SLOPED BEAMS,
MAINTAIN ALL SCREW SPACING
FROM EDGE OF BEAM
2"x 2" EAVE RAIL SECTION
(UNLESS OTHERWISE SHOWN
ON S-2)�_
- ATTACHED TO BEAM w/
(3) 10X 2" SMS INTO SCREW
BOSS
1" X 2" OPEN BACK EAVE
RAIL ATTACHED TO
UPRIGHT w/(2
#10 x 1)h" SMS INTO SCREW
BOSS
010 X 1 Y2" SMS 24" C/
#14X 3/4" SCREWS .
(SEE TABLE ABOVE)
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—SHALL BE NOTCHEE
1:45/4 FOR UPRIGHT
0011
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FA C u�GG
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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
ZephyrhiJls, FL 33542
Ph# (813)788-5314
Fax# 1-(866)824-7894
E-maiI-erb@fbcp1ans.com
W ebsite-www.fbcplans.com
C.O.A.429054
DATE: 8/16/2018
DRAWN BY: TLK
REVISION: DATE:
RO 1
RO 2
RO 3
RO 4
Job# 18_0802_18
PROJECT ADDRESS:
1801/HAZELWOOD DR
"NOTCH OFINSIDE BEAM FT PIERCE, FL 34982
0 SLIDE OVER UPRIGHT
CONTRACTOR:
" (MIN) UPRIGHT K & S INDUSTRIES, INC.
1379 SW BILTMORE ST.
PORT ST LUCIE, FL 34983
D UPRIGHT TO BEAMCONNECTION - ALL WIND ZONES
S_? SCALE: NTS
DETAILS
S-3
THIS DOCUMENT SHALL NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT
PERMISSION OF TRAC DESIGN, LLC
r-
Uri LUIN $1-tl- - - ILL
CLIP MAY BY PLACED ON
DOUBLE COMPRESSION 5°
TOP OR SIDE OF DECI(W/
SLEEVES
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TOP OF
ANWOR
4" NOMINAL SLAB CONCRETE-
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MINIMUM
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FIBERMESH
0,125" STAINLESS
may° _ STEEL CABLE
2500 PSI CONCRETE W/
\I S1_ TOP OF
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4" NOMINAL SLAB GI
MINIMUM a O d
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STRAP W/ (2) 3/8 "0 X 3"-/(USE WITH FOOTING)
MASONRYANCHOR
(MIN 3-3/4BEDMEN13
( 11 1 CABLE TO FOUNDATION CONNECTION DETAIL
S_4, SCALE: NTS
OPTION #1
(4)#10 x 1 Y2" SMS
SCREW B(
OPTION #2
o�ii1'po9aa,;yba u
UPRIGHT\®� �, L
SECONDARY ANGLE MIN �°�� o°V`C EiV
19,5" THICK (NOT
[4) �� -SM RE I D R 2X3 _ °
FASTENING SECONDARY
ANGLE TO COLUMN (fY
EACH SIDE)
(B) - CONCRETE SCREW
ANCHOR INTO SECONDARY
ANGLE(TYP EACH SIDE) (SEE O A
TABLE) O
O
(M[N) (TYP)(SEE TAB
Column
Size
1/4"& 3/8" 0
Concrete Screw
Anchor
B
Min. Spa
2x3-1 4'
2x4-1 4'
1
2x5-1 4'
b-3/8'
1
2x7-3 8"
1
2x8-3/8"
2
-3 8
2
2x 0 3/8'
2
le.RE FO
MEMBER)
PRIMARY 2" X 2"
X 0.-123'-ANGLE-
(2) #1.0 X 3/4" SMS FASTENING
COLUMN TO PRIMARY ANGLE
(TYP EACH SIDE)
1" X 2" BASE MEMBER
(TYP EACH SIDE)
a (1) - CONCRETE SCREW (SEE
A TABLE ANCHOR INTO PRIMARY
00
6�f'i�'s7ONA L
=P F S ONAC EIQGI SEA)—
3" (MIN)
ANGLE AND @ 1/4" 0 CONCRETE
SCREWANCHOR@
ENGINEER OF RECORD:
David W. Smith P.E.
24" O.C. BETWEEN COLUMNS
FLORIDA LICENSE: 53608
NOTES: C►YP EACH SIDE)
Thomas L. Hanson P.E
1. NUMBER OF ANCHORS "B" IS EACH SIDE INTO THE SECONDARY
ANGLE AND DOES NOT INCLUDE THE ANCHOR INTO THE 1X2.
FLORIDA LICENSE: 38654
2. MINIMUM EMBEDMENT OF ANCHORS INTO CONCRETE FOOTING
ark R. Dunn P.E.
SHALL BE 2-3/4" AT AT ALL UPRIGHT LOCATIONS. ALL SCREW
LENGTHS AT UPRIGHT CONNECTIONS SHALL BE OF SUFFICIENT
FLORIDA LICENSE: 73968
LENGTH FOR REQUIRED EMBEDMENT INTO CONCRETE FOOTING
Joel Falardeau P.E.
WHEN A PAVER DECK IS PRESENT.
3. CONCRETE SCREW ANCHOR DESIGNS ARE BASED ON THOSE LISTED
FLORIDA LICENSE: 70667
ON S-1, D. FASTENERS, OTHER BRAND & TYPE SHALL BE APPROVED
Erik Stuart P.E.
BY ENGINEER.
4.2X3W/1X2 CORNER POST SHALL REQUIRE SAME BASE
FLORIDA LICENSE: 77605
CONNECTIONS AS 2X4 SHOWN IN TABLE.
@)j2"x
3" OR LARGER UPRIGHT TO CONCRETE W 0 PAVER DETAILS
SCALE:NTS
NOTE: WHEN USING OPTION #2 %
CONNECTION CABLE MUST BE L
WITHIN 6" OF CORNER OR
PRIMARY MEMBER, TI
1" X 2" X 1/8" ANGLE
(4) #12 X 3/4" SMS T
® ® (TYP TOP AND SIDE)
DIA. STAINLESS
L CABLE
3/8" WELDED STAINLESS
STEEL EYE BOLT
(8) #14 X
2"12" OR 2"X3"_j I I 0.062" ALUMINUM INTERNAL OR Side View
MEMBER EXTERNAL RECEIVING CHANNEL 1" 0 (MIN) WASHER
I W/ (4) #10 X3/4" INTO INTO BENEATH NUT
LBEAM OR UPRIGHT. (2) #14X 3/4"
EA. LEG INTO GIRT OR PURLIN - ® e o °
(0.062" ANGLE CLIPS w/ (2)
#140/4" SMS EA LEG)
5"
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 eb s ite-www. fb cplan s. co m
C.O.A.429054
1/8" ALUMINUM
DATE: $ 16 2018
PLATE @ 45°
ANGLE W/ 1"
BREAK @ 90° W/
5/16" EYE BOLT
DRAWN BY: TLK
REVISION:
DATE:
W/ LOCK NUT &
WASHER EA SID
RO 1
#14X 3/4 SM
RO 2
" O.C,
RO 3
OPTION #3 RO 4
Job# 1$_0802_18
PROJECT ADDRESS:
RODGERS
1801 HAZELWOOD DR
FT PIERCE, FL 34982
UPRIGHT OR BEAM -SNAP
Top View
°
3/8" 0 ADJUSTABLE EYE
OR SELF MATING OR
II
BOLT FOR CABLE TENSION
HOLLOW
H
OPTION #2
°
1/8" 0 STAINLESS
PURLIN OR GIRT TO BEAM OR POST DETAIL
STEEL CABLE
S_ A SCALE: NTS
PERIMETER FRAMIN
2"X2"X 1/8" EXTRUDED ANGLE
ON 45° ANGLE
Side View
OPTION #1
T
T2 CABLE CONNECTION AT CORNER
s`_4,
SCALE: NTS
CONTRACTOR:
K & S INDUSTRIES, INC.
'1379 SW BILTMORE ST.
PORT ST LUCIE, FL 34983
DETAILS
S-4
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