HomeMy WebLinkAboutConstruction PlansGeneral 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.
3. FIBERMESH (3/4" PER CUBIC YARD MIN.) MEETING
APPROPRIATE ACI AND ASTM REQUIREMENTS MAY 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, 93 BARS MAY BE GRADE 40
6. ALL OVER POUR CONCRETE FILLED SUPPORTED SLABS SHALL
BE 300D PSI MIN., 2" MINIMUM. THICKNESS.
7. SOIL BEARING PRESSURE SHALL BE A MINIMUM OF 1500 PSF.
8. THE CONCRETE SHALL CONFORM TO ASTM C94 FOR THE
FOLLOWING:
OPC (PORTLAND CEMENT TYPE L- ASTM C 150).
AGGREGATES - N6 STONE, ASTM C 33 SIZE NO. 67 LESS THAN
3/4".
AIR ENTRAINING +/- 1%- ASTM C 2%
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:
LCONCRETE MASONRY UNITS (CMU) SHALL BE STANDARD
HOLLOW UNITS AND SHALL BE 1900 PSI MINIMUM BASED ON
TYPE M OR S MORTAR.
z.ALL MORTARS E OF TYPE M OR S.
3.ALL GROUTS L 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 Y-O" 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. WASHINGTON 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 9I0 SMS 6" FROM THE ENDS AND IT ON CENTER, IF
USING N 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 & 9IOX 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 AST ' , .` 25, PLATED WITH STANDARD
FLAT WASHERS AND NUTS.
3. ALL CONCRETE SCREWS SHALL BE, SIMPSON, HILTI, RAWL,
TAPCON,REDHEAD, DYNABOLT, PORTECT OR APPROVED
EQUAL.
4. ALL METAL TIES AND ASSOCIATED ACCESSORIES SHALL BE
HOT DIPPED GALVANIZED.
5. ALL LAG BOLTS SHALL HAVE A MR4IMUM EMBEDMENT OF 8X
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 BOLTS AND SCREWS SHALL BE
INSERTED IN PILOT HOLES BY TURNING AND UNDER NO
CIRCUMSTANCES BY DRIVING WITH A HAMMER
7. 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 N5 OR BETTER ZINC PLATED.
S. ALL FASTENERS CONNECTING ALUMINUM COMPONENTS OR
PRESSURE TREATED LUMBER ARE STAINLESS STEEL TYPE 30D
I9-8, 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.
to. ALL CONNECTORS SHALL COMPLY WITH ASTM A653
CLASS G-185.
11. FOR SMS, THE MINIMUM CENTER -TO -CENTER SPACING
SHALL BE 314" AND MINIMUM CENTER -TO -EDGE SHALL BE 1/2"
UNLESS NOTED OTHER WISE.
ASTM E 119
ASTM E 1300
CURRENT ASCE7
CURRENT ALUMINUM DESIGN MANUAL -AA ASM35, AND SPEC.
FOR ALUMINUM PART I -A, & 1-13
ASTM C94
ASTM C150
ASTM C33
ASTM C260
ASTM C494
ASTM A615
ASTM A185
FLOEIDA 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
z. SIM - SIMILAR
3. UON- UNLESS OTHERWISE NOTED
4. CONT -CONTINUOUS
S. VIF - VERIFY IN FIELD
G. RESPONSIBILITY:
1. 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
'SUNROOMROOM 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:
I. 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 BE ENGINEERED SO THAT NO
ADDITIONAL LOADING IS PLACED ON THE MANUFACTURED
HOME.
2. IF ENCLOSURE CONTAINS A SWIMMING POOL OR SPA, THE
ENCLOSURE SHALL COMPLY WITH RESIDENTIAL SWIMMING
BARRIER REQUIREMENTS OF THE FLORIDA BUILDING CODE 6th
EDITION R 4501.17 IN ITS ENTIRETY.
3. DOOR LOCATIONS MAY BE DETERMINED IN THE FIELD BY
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 18X14X0.0I3 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 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(MWFRS):
N/A
COMPONENTS AND CLADDING LOAD:
N/A
150 MPH
116 MPH
1
B
5. FACTOR APPLIED TO SCREEN WIND LOADS FOR 18XI4X0.0I3 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. 8"X8" W/ (1) k 5 REBAR W/ 25" OVERLAP ON 3" CHAIRS W/ 4" MONILITHIC SLAB W/
FIBERMESH FILLED W/ 3000 PSI SHALL BE ADEQUATE TO RESIST THE UPLOADS FOR
THE PROPOSED STRUCTURE.
9. SCREEN ROOF TYPE: HOPED GABLE
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:--------------------------------------- I" 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 ISMS
x MB-----
2" x 4" x 0.044" x 0.100"
-----------------
2 x 4 SMB:-----
2" x 5" x 0.050" x 0.118"
2 x 6 SMB:----------------------
Z" x 6" x 0.OSO" 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„
REVIEWED FOR
CODE COMPLIANCE
ST. LUCAE COUNTY
ROCC
File COPY
ENGINEER OF RECORD:
David W. Smith P.E.
FLORIDA LICENSE: 53608
Thomas L. Hanson P,
FLORIDA LICENSE: 38654
Myron Max Neal P.E.
FLORIDA LICENSE: 86663 '
Joel Falardeau P.E.
FLORIDA LICENSE: 70667
Erik Stuart P.E.
FLORIDA LICENSE: 77605
FBC Plans & Engineering
Services, Inc.
6272 AbbottStation Dr. Unit 101
Zephyrhills, FL 33542
Ph#(813)788-5314
Fax# 1-(866)824-7894
E-mail-erb @fbcplahs.com
W ebsite-www.fbcplans.com
C.O.A. #29054
DATE: 02/04/2020
DRAWN BY: BM
REVISION: DATE:
RO 1
RO 2
RO 3
RO 4
PROJECT ADDRESS:
BONGIORN13
8836 FIRST TEE RD
PORT ST LUCIE, FL 34986
;ONTRACTOR:
K & S INDUSTRIES, INC.
1379 SW BILTMORE ST.
PORT ST LUCIE, FL 34983
NOTES
S-1
2x2/DJ 1x2
�
I
F
2x5/DJ s-3
Cd
X
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PROPOSED 8"X8" W/ (1)
#5 REBAR LINEAL FOOTING
W/ 4" MONOLITHIC SLAB
\\ V)
\ x X
\�I N 2x2(t )N
/ O
/ I
LX, S-3
/ M 2+2---- ------
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1x2
CU Z2x2(typl)
/
X CO /
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\ X
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c° 2x2(t ) 2X2(t
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1x2
6'-3"
(tYp) S 4
c-a
1X2
2x2/DJ
j
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2x5SMB
(U
X_
cU
1x2 cu
,\4b
:Z=
ate. �o OF¢:CD
' o
OFESS\ =%
PROFESSIONAL ENGINEER SEAL
ENGINEER OF RECORD:
David W. Smith P.E.
FLORIDA LICENSE: 53608
Thomas L. Hanson P.1
FLORIDA LICENSE: 38654
i�) Myron Max Neal P.E.
FLORIDA LICENSE:86663
�N 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 ebsite-www.fbcplans.com
C.O.A. #29054
DATE: 02/04/2020
DRAWN BY: BM
REVISION: DATE:
RO 1
RO 2
RO 3
RO 4
)JECT ADDRESS:
3IORNO
FIRST TEE RD
F ST LUCIE, FL 34986
K & S INDUSTRIES, INC.
1379 SW BILTMORE ST.
PORT ST LUCIE, FL 34983
FLOOR PLAN
S-2
Y
ALUMINUM GUSSET
2" x _PORLINS (SEE A-1
PLATE
FOR SIZE)ATTACHED TO
B #12
BEAM w/MIN (4) #10 x 1"
SMS C�
o m e e
A
\ N f
°
• \ aye
m
m \ 'y�O
q"e
J
�� a
S3 y1'At'CPg�6i
`SgB
BEAM
"B"
"N"
"S1"
"S2"
"S3"
"S4"
2X4
12
4
3/4"
i
16"
3.75"
2X5
12
4
3/4"
1
16"
4.75"
2X6
16
5
1"
1 Z"
19"
5.75"
2X7
20
6
1"
14"
22"
6.75"
2X8
24
7
1"
182"
23"
7.75"
2X9
24
7
1"
1-�"
23"
8.75"
2X10
28
8
i"
1 4"
24"
9.75"
SMS
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.
( \ BEAM SPLICE GUSSET DETAIL TYPICAL
S'3 SCALE: NTS
HAVE
(1) 3/8"0 THEO
BOLT W/ NYLON LOCKING
NUT OR THREAD LOCKING
MATERIALAPPLIED
)PTIONAL
Z-BRACKET 0.250"
5" OR T'X 6" WIDTH X 0.250"
EXTRUDED GUTTER BRACKET @
EA. BEAM W/ (4) 412 X 3/4
SMS INTO GUTTER LIP
1" x 2"x 0.045" OPEN
BACK W/ (4)#14X 1-1/2"
INTO GUTTER & (1)#14X
1-1/2" @ 24" O.C.
°
BEAM °
Ili
NOTE: 2X4 SMB BEAM ONLY REQUIRES 4"
WIDTH GUTTER BRACKET W/ (2) 3/8"
LAGS
(4) 3/8" LAG SCREWS @ 1-1/2"
SPACING PEA GUTTER BRACKET
& @ 12" O.C. MAX- MIN EMBEDMENT
SHALL BE 2"
2"x2"x%"XALUMINUM
THE HOST STRUCTURE SHALL
ANGLEw/ (4) #14 x3/4"
HAVE AT LEAST 2"X4"
SMS INTO BEAM ON EA SIDE
SUPER GUTTER
FASCIA AND ROOF TRUSS
EA LEG
(5" OR 7")
SYSTEM. CONTRACTOR SHALL
VERIFY THIS AND IF
2"X2"XO.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.
�\
GUTTER BRACKET & BEAM ATTACHMENT
DETAIL
S' 3
N.T.S.
•�
4. c�; oy . vl
PURLIN
••• '�� Q.';V
UPRIGHT WEB LAPPED OVER PURLIN
P ,-`
r
W/ (2) #12X3/4" SMS EACH SIDE
y�P Q• v ;
✓ ' 0 '
THRU UPRIGHT & PURLIN
t+' •' ``Q
BPl � •• T• \O\ ,a
2"X2"MEMBER ATTACHED TO
F1'f� FES �,•
UPRIGHT W/ (3) #10Xi-1/2" SMS
PROFESSIO6fA17 ENGINEER SEAL
INTO SCREW BOSS G 0
ENGINEER OF RECORD:
David W. Smith P.E.
FLORIDA LICENSE:, 53608
1"X2"XO.045" OPEN BACK NDTCH POST
Thomas L. Hanson RE
_/ ATTACHED TO PURLIN W/ (2.) ASNEEDED
#10Xi-1/2" SMS INTO SCREW
FLORIDA LICENSE: 38654
Boss
Myron Max Neal P.E.
1"X2"XO.045" OPEN BACK
ATTACHED TO 2"X2" 0.045" UPRIGHT
FLORIDA LICENSE: 86663
EAVERAIL MEMBER
Joel Falardeau P.E.
MS
#lOXl9 Z4 50.0
7
FLORIDA LICENSE: 70667
"f
Erik Stuart P.E.
FLORIDA LICENSE: 77605
C SLOPED OR FLAT PURLIN UPRIGHT LAP DETAIL
S'3 SCALE: N7S
BEAM SCREWS
2"X4"SMB 6
2"XS"SMB 6
2"X6"SMB 8
2" X 7" SMB 8
2"X a' SMB 10
2"X9"SMB 10
2"X 10" SMB 12
HINGE LOCATION
CZ) #IOX3" SMS CROSS
FOR SLOPED BEAMS;
SCREWING BRACE TO BEAM OR
2" x 2" EXTRUSION
MAINTAIN ALL SCREW SPACING
HAVE MEMBER (.125" BACKING
2" x 2" EXTRUSION
FROM EDGE OF BEAM
PLATE USED)
HINGE LOCATION
DOOR
2" x 2" EAVE RAIL SECTION
(UNLESS OTHERWISE SHOWN
ON S-2)
ROOF
-ATTACHED TO BEAM W/'
/
(3)1UX 2" SMS INTO SCREW
BRACE
BOSS
/
1"X2"OPEN BACK HAVE
RAIL ATTACHED TO
OPRIGHTw/(2)
HINGE LOCATION
#10 x 1 K" SMS INTO SCREW
2"x"Z"x.125" FLAT
BOSS
A
/ BAR (typ)j__
#10 X 1 j2" SMS 24" C/C
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 S/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.
( j ROOF BRACING CONNECTION DETAIL
S'3 SCALE:N.TS.
(TYPICAL SCREEN DOOR CONNECTION DETAIL
SCALE: NTS
#14X 3/4" SCREWS
(SEE TABLE ABOVE)
i
i
i
i'ELF-MATING BE,
rSHALL BE NOTCL
of FOR UPRIGHT
i
i
001I
9 oil
NOTCH OF INSIDE BEAM
I SLIDE OVER UPRIGHT
(MIN) UPRIGHT
D UPRIGHT TO BEAMCONNECTION-ALL WIND ZONES
S-3 SCALE: NTS
FBC Plans & Engineeril
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 ebsite-www.fbcplans.com
C.O.A. #29054
DATE: 02/04/2020
DRAWN BY: BM
REVISION: DATE:
RO 1
RO 2
RO 3
RO 4
PROJECT ADDRESS:
8836 FIRST TEE RD
PORT ST LUCIE, FL 34986
K & S INDUSTRIES, INC.
1379 SW BILTMORE ST.
PORT ST LUCIE, FL 34983
DETAILS
S-3
OPTIONAL
r5" OR 7"-X 0.250'
EXTRUDED GUTTER
Z-BRACKET 0.250" BRACKET
2" GUTTER BRACKET REQUIRED
AT PURLIN ATTACHMENT
POINTS w/ (2) #12 X 3/4" SMS
INTO GUTTER LIP
1" x 2" x 0.045" OPEN
BACK W/ (2)#14X
1-1/2" @ ANGLE &
(1)#12X 2-1/2" @ 24"
O.C. OR OPTIONAL
2"X2"XO.045"
PURLIN
(1) 3/8" LAG SCREWS @ EA. GUTTER
BRACKET & (1) @ 12" O.C. MAX- MIN
EMBEDMENT SHALL BE 2"
I THE HOST STRUCTURE SHALL
2" x 2"x Y," X ALUMINUM
HAVE AT LEAST A 2"X4"
ANGLEw/ (4) #12 x3/4"
FASCIA AND ROOF TRUSS
SMS INTO PURLIN ON EA
SYSTEM. CONTRACTOR SHALL
SIDE
VERIFY THIS AND IF
& (4)12X1-1/2" INTO
SMALLER- CONTRACTOR
GUTTER
SHALL BRING STRUCTURE UP
TO A 2"X4" FASCIA AND
ENSURE LESS THAN A 2'-0"
OVERHANG.
Al GUTTER BRACKET & PURLIN ATTACHMENT DETAIL
S 4
N.TS.
OPTION #1
(4)#10x1X"SMS INTO OPTION#2
SCREW BOSSES-7 .
2"XZ" OR 2"X3" 0.062" ALUMINUM INTERNAL OR
MEMBER I EXTERNAL W/(4) 10X3 CEIVING CHANNEL
/4"INT0 INTO
BEAM OR UPRIGHT. (2) #14X 3/4"
EA. LEG INTO GIRT OR PURLIN -
(0.062' ANGLE CLIPS
/ (2)
14x3/4" SMS EA LEG)
UPRIGHT OR BEAM -SNAP
OR SELF MATING OR
HOLLOW
I H PURLIN OR GIRT TO BEAM OR POST DETAIL
S'4 SCALE:NTS
(4) #10 X 3/4" SMS
FASTENING SECONDARY
ANGLE TO COLUMN (TY
EACH SIDE)
(B)- CONCRETE SCREW
ANCHOR INTO SECONDARY
ANGLE('FYP EACH SIDE) (SEE O c
TABLE) 0
O
ANCHORSPA
(MIN) (TYP)(SEE TABU)
Column
Size
1/4"& 3/8" 0
Concrete Screw
Anchor
B
Min. Spa
2x3-1/4"
0
0"
2x4-1/4"
1
3"
2x5-1/4"
1
3"
2x6-3/8"
1
4"
2x7-3/8"
1
5"
2x8-3/8"
2
3
2x9-3/8"
2
4"
2x1 U-3/8"
2
4.5"
SECONDARY ANGLE MIN
0.125" THICK (NOT
REQUIRED FOR 2X3
PRIMARY 2" X 2"
X 0.125 ANGLE
[2) #10 X 3/4" SMS FASTENING
COLUMN TO PRIMARY ANGLE
(TYP EACH SIDE)
1" X 2" BASE MEMBER
(T'_ EACH SIDE)
(1)- CONCRETE SCREW (SEE
"6 TABLE) ANCHOR INTO PRIMARY
ANGLE AND @ 1/4" 0 CONCRETE
3"(MIN) SCREWANCHOR@
24" O.C. BETWEEN COLUMNS
NOTES: MP EACH SIDE)
I. NUMBER OF ANCHORS"B" IS EACH SIDE INTO THE SECONDARY
ANGLE AND DOES NOT INCLUDE THE ANCHOR INTO THE 1X2.
2. MINIMUM EMBEDMENT OF ANCHORS INTO CONCRETE FOOTING
SHALL BE 2-3/4" AT AT 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 THOSE LISTED
ON S-1, D.FASTENERS, OTHER BRAND& TYPE SHALL BE APPROVED
BY ENGINEER \'
4. 2X3W/1XZ CORNER POST SHALL REQUIRE SAME BASE �1
CONNECTIONS AS ZX4 SHOWN IN TABLE.
1" PER FT. MAX FOR 2'-O"
NOTE: WHEN USING OPTION
5"
MIN BEFORE STEEPER
CONNECTION CABLE MUST BEE
MIN.
SLOPE
OPTION #1-A-36 STEEL
WITHIN 6" OF CORNER OR
o o a
GRADE
CLIP MAY BY PLACED ON
PRIMARY MEMBER.
1/8" ALUMINUM
DOUBLE COMPRESSION
S. TOP OR SIDE OF DECK W/
1" X 2" X 1/8" ANGLE
PLATE @ 45'
SLEEVES
(2) 3/8"X 3" SLEEVE
ANGLE W/ 1"
TOP OF ANUOR
CONCRETE
(4) #12 X 3/4" SMS
BREAK @ 90° W/
y
4" NOMINAL SLAB
® ® (TYP TOP AND SIDE)
5/16"EYE BOLT
TYPE 1
MINIMUM
® ®
FLAT SLOPE NO FTG ZF
m
d
WASHER EA SIDE
<2:12 0
Z
d
1/8" DIA. STAINLESS
(9) 414 X 3/4 SMS
OPTION #1 a• "'
a
G '
STEEL CABLE
@1" O.C.
a e
GRADE
3/8" 0 x 3" MASONRY
2500 PSI CONCRETE W/
3/8" WELDED STAINLESS
m
ANCHOR
ANCHOR (MIN 3-3/4"
OPTION #1 WELDED WIRE OR
STEEL EYE BOLT
OPTION #3
'a.
EMBEDMENT)
4" SLAB ONLY)
( FIBERMESH
(8) #14 X 3/4 SMS
W • ReeaR coenrvuous w/zE^
IOVERLAPATALLIOINTS ON 3-
Side View
~8,CHAIRS&CENTERED
(1) #5 CONT ON 3"
0.125" STAINLESS
1" 0 (MII� WASHER
/ _
8"
CHAIRS
STEEL CABLE 2500 PSI CONCRETE W/
BENEATH NUT
B"x8" TYPE II MONOLITHIC SLAB
vo
in TOPOF WELDED WIRE OR
LINEALRIBBON MODERATE SLOPE FTG
CONCRETE FIBERMESH
® ® a
a
FOOTING SLOPE: 2":12"-3":12"
C
o
a
OPTION #2 OPTION #3
4" NOMINAL SLAB d
'
Top View
3/8" OADJUSTABLE EYE
NOTES FOR ALL FOUNDATION TYPES:
MINIMUM
A
o d
O
®I
e
BOLT FOR CABLE TENSION
I. THE FOUNDATIONS SHOWN ARE BASED ON A MINIMUM SOIL BEARING PRESSURE OF 1,500
o
OPTION#2 a
1/8"0$TAINLESS
PSF. THE BEARING CAPACITY OF THE SOIL VERIFIED BYALICENSED CONTRACTOR PRIOR TO
I
STEEL CABLE
ANY POURING OF CONCRETE.
2. THE SLAB/FOUNDATION MUST BE CLEARED OF ALL DEBRIS, AND COMPACTED PRIOR TO
1-1/2"X5-1/2"ALUMINUM
OPTION#2
POURING OF ANY CONCRETE.
X 3"(USE
ST�MASONRY
WITH FOOTING)
3. CONCRETE MEET THE SPECIFICATIONS IN THE S-1 NOTES PAGE.
ANCHOR
PERIMETER FRAMING
(MIN 3-3/4' BEDMENT)
2"X2'X 1/8" EXTRUDED ANGLE
K CONTINUOUS LINEAL FOOTING/ OR FOOTING W/SLAB
O
1
J CABLE TO
FOUNDATION CONNECTION DETAIL
Side View
ON 45"ANGLE
S-4 TTss�
OPTION #1
S_4 SCALE:NTS
JZ CABLE CONNECTION AT CORNER
S'4 SCALE:NTS
„11111i13f I'`/
w�UpRT °O
GJ �!
LI o • Z u
py� ES
''•�� V 01
PROFES91ONALI ENGINEER SEAL
ENGINEER OF RECORD:
David W. Smith P.E.
FLORIDA LICENSE:53608
Thomas L. Hanson P.
FLORIDA LICENSE: 38654
Myron Max Neal P.E.
FLORIDA LICENSE: 86663
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.tb cplans.com
C.O.A. #29054
DATE: 02/04/2020
DRAWN BY: BM
REVISION: DATE:
RO 1
RO 2
RO 3
RO 4
PROJECT ADDRESS:
BONGIORNO
8836 FIRST TEE RD
PORT ST LUCIE, FL 34986
CONTRACTOR:
K & S INDUSTRIES, INC.
1379 SW BILTMORE ST.
PORT ST LUCIE, FL 34983
DETAILS
S4