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HomeMy WebLinkAboutREVISION - PLANSGQe�
C
HGUM 4/12-SDS
Concealed Flange
(8) 5/8"x 5" Titen HD
to CBS & (8) 1 /4- x 2 1/2-
SOS screws to LVL
Allowable Uplift: 4230 lbs.
Allowable Down: 14965 lbs.
Applied Uplift: 900 lbs.
Applied Down: 3000 lbs.
Bonus
Porch
(2) 1 3/41" x 161"
LVL Beams -�
A
HGUS 414 Hanger
(66) 16d at Carrier Beam
(22) 16d at Carried Beam
Allowable Uplift: 5515 lbs.
Allowable Down: 10100 lbs.
Applied Uplift: 676 lbs.
Applied Down: 606 lbs'.-\
The existing 8 x 16
CBS column to be
removed
PROVIDE ONE LAYER OF 15#
FELT MOISTURE BEARIER AT
THE BACK OF HANGERS BETWEEN
THE LVL BEAMS
(2) 1 3/4" x 16"
LVL Beams
HGUM 4/12-SDS
Concealed / Skewed
(8) 5/8"x 5" Titen HD
to CBS & (8) 1/4" x 2 1/2""
SDS screws to LVL
Allowable Uplift: 2750 lbs.—
Allowable Down: 11224 lbs.
Applied Uplift: 876 lbs.
Applied Down: 3200 lbs.
SP8 AT EVERY STUD
WITH (6) 1 Od NAILS
LE PLATE
x 8 PLATE
2 x 8 STUDS 24"c.c
Cover each side of studs with
one layer of 5/8" cdx
plywood fastened as per Nailing
schedule. Cover with one layer
of House Wrap and paper backed
wire lath and stucco finish.
2 x 8 P.T. PLATE FASTENED
2 x 8 P.T. PLATE TO PERIMETER BEAM WITH 5/8" x 6"
WEDGE BOLTS WITH 1/8" x 3" WASHER
AT 24"o.c.
KNEE WALL TO MASONRY
AT ENTRY TOWER
Bdrm. 2
HGUM 4/12-SDS
Concealed / Skewed
(8) 5/8"x 5" Titen HD
to CBS & (8) 1/4" x 2 1/2"
SOS screws to LVL
Allowable Uplift: 2750 lbs.
Allowable Down: 11224 lbs.
Applied Uplift: 900 lbs.
Applied Down: 3000 lbs.
Porch
(2)2x8
TOP PLATE
SP8 16"c.c
(6) 10d NAILS
(2) 2 x 12 HEADER
BOND TOGETHER
WITH 16d AT 6-c.c.
•
Kitchen
Great Room
SP8 AT EVERY STUD
WITH (6) Ill NAILS
TOP & SOLE PLATE
(2) MSTA18
(14) 1Od NAILS
(2) 2 x 8 STUDS
UNDER HEADER
2x8P.T.
PLATE
Brng. Header Detail
Bdrm. 3
2 x 8 Blocki
Lnd.
Dining
Study
(2) 2 x 12 Header
L-9
2 x 8 plate at Head
and Jambs
See Bring. Header
Detail
5/8" c.d.x. plywood on /' Arched Opening
each side and bottom �
nail as per struct. notes
Exterior Arched Header Framing
Typical for Half Round Arches
Garage
Cast Crete Lintel Schedule All Rebar to be #5 Grade 60 min.
MARK
LENGTH OF
LINTEL
ALLOWABLE
GRAVITY LOAD
APPLIED
GRAVITY LOAD
ALLOWABLE
UPLIFT LOAD
APPLIED
UPLIFT LOAD
BEAM SPECS.
L-1
3'-8""
11809
690
6627
119
SF40-1 B/1 T
L-2
4'-6""
7547
690
3508
119
81`20-1B/1T
L-
4'-8""
9311
873
4594
839
8RF42-1 B/1 T
L-4
11`4"
4006
1012
1749
310
81`44-1B/1T
L-5
1T-4"
2047
873
1470
839
81`44-1B/2T
L-6
7'-8""
1245
418
680
180
81`12-1B/1T
L-7
8'-4""
1843
248
1634
25
8F16-1B/1T
-8
T-4""
6472
1704
3508
283
8F50-1B/1T
L-9
4'-8"
7547
248
2949
25
81`20-1B/1T
L-10
5`10"
8328
183
4498
247
81`40-1B/1T
L-12
13'-8`"
442
200
384
150
8F8-1B/1T
L-13
4'-6"
6113
690
2724
119
8F16-1B/1T
L-14
4'-6"
1756
200
867
150
8RF6-1B/1T
L-15
4'-8"
9311
1366
4594
335
8RF38-1B/1T
L-16
T-4-
755
200
506
150
8RF6-1B/1T
L-17
9'-6"
1533
204
914
24
8F16-1B/1T
Lintels L-18 & L-19 have been removed and replaced with (2) 1 3/4- x 16- LVL Beams
c
0
U
N
r
E
m
0
0
0
open open open
6 1'-8"" 6 1'-8"
Truss Brng.
OIL— 20'-4""
T.O.B. h 14'-0"
Lower the existing CBS
from 16'-0"' to 14'-0-
prior to pouring beam
Front Entry Tower Elevation
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date
revision
7/29/19
Job site field
drawn
J.
checked
s.l.
date
7/29/19
scale
as noted
job number
18073
sheet
A-1
crAnlnIED
BY
St. Lucie County
1019
11 %Mr
WALL LEGEND
•♦�• 20'-4" A.
4'-0" A. F . F
1'-4" A. F. F
- VV �/� LVVI\ 11I".IYVLI\V VIIVYVIY AI\L IIIIV V�V
UNLESS NOTED OTHERWISE
MAIN WIND FORCE RESISTING SYSTEM/C-C HYBRID
WIND ASCE7-10
ENCLOSED
EXPOSURE CATEGORY C
OCCUPANCY CATEGORY II
WIND LOAD 160 MPH
*TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF
BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH
ANY OTHER LIVE LOADS
ROOF
LOADING
TCLL:
20
PSF
TCDL:
15
PSF
BCDL:
10
PSF
TOTAL:
45
PSF
FLOOR LOADING
TCLL:
PSF
TCDL:
PSF
BCDL:
PSF
TOTAL:
PSF
DURATION: 1.26 1 DURATION:
IMPORTANT
This Drawing Must Be Approved And
Returned Before Fabrication Will
Begin. For Your Protection Check All
Dimensions And Conditions Prior To
Approval Of Plan.
3NATURE BELOW INDICATES ALL
NOTES AND DIMENSIONS HAVE
BEEN ACCEPTED.
M
CAUTION!!!
DO NOT ATTEMPT TO ERECT
TRUSSES WITHOUT REFERRING TO
THE ENGINEERING DRAWINGS AND
BSCI-131 SUMMARY SHEETS.
ALL PERMANENT BRACING MUST BE
IN PLACE PRIOR TO LOADING
TRUSSES. (ie. SHEATHING,
SHINGLES, ETC.)
ALL INTERIOR BEARING WALLS
MUST BE IN PLACE PRIOR TO
INSTALLING TRUSSES.
REFER TO FINAL ENGINEERING
SHEETS FOR THE FOLLOWING.
1) NUMBER OF GIRDER PLIES AND
NAILING SCHEDULE.
2) BEARING BLOCK REQUIREMENTS.
3) SCAB DETAILS (IF REQUIRED)
4) UPLIFT AND GRAVITY REACTIONS.
WARNING
Backcharges Will Not Be Accepted
Regardless of Fault Without Prior
Notification By Customer Within 48
Hours And Investigation By
Builders FirstSource.
NO EXCEPTIONS.
The General Contractor Is Responsible
For All Connections Other Than Truss
to Truss, Gable Shear Wall, And
Connections. Temporary and
Permanent Bracing, And Ceiling And
Roof Diaphragm Connections.
BUILDER:
REGATTA HOMES
RES:
MARINUCCI
MODEL:
N/A
ADDRESS:
TBD
LOT / BLOCK:
--
CITY:
PORT SAINT LUCIE
COUNTY
ST LUCIE CO
DRAWN BY:
JL
JOB # :
1633838
DATE:
02/16/19
SCALE:
NTS
REVISIONS:
1. REVISE TO 1104" CLNG 4118
2. CHANGE ENTRY TO 20'-4" 7/24
3.
4.
d
A
30" x 16"'
Fixed Glass
Top at 8'-0"
Bonus
A
Porch
6 Hanger
16d at FaceOd
at Hangerable
[(18)
Uplift: 1515 lbs.
able Down: 2975 lbs.
(2) 1 3/4"" x 16"
ed Uplift: 676 lbs.LVL
Beams
A
ed Down: 606 Ibs.-\
U
L'
Q
The existing 8 x 16
C B
HU416 Concealed CBS column to be
(20) 1/4"" x 2 3/4"" Titen removed
(8) 10d at Hanger
Allowable Uplift: 1515 lbs.
Allowable Down: 4920 lbs. PROVIDE ONE LAYER OF 15#
Applied Uplift: 900 lbs. FELT MOISTURE BEARIER AT
Applied Down: 3000 lbs. THE BACK OF HANGERS BETWEEN
THE LVL BEAMS
(2) 1 3/4" x 16-
-LVL Beams
0
HSU414 Skewed ' w�
(26) 3/16', x 3' Titen
screws to CBS and (8) 16d
Nails to L_VL
Allowable Uplift: 1490 lbs._
Allowable Down: 3875 lbs.
Applied Uplift: 876 lbs.
Applied Down: 3200 lbs.
191
SP8 AT EVERY STUD
WITH (6) 10d NAILS
LE PLATE
x 8 PLATE
2 x 8 STUDS 24""c.c
Cover each side of studs with
one layer of 5/8" cdx
plywood fastened as per Nailing
schedule. Cover with one layer
of House Wrap and paper backed
wire lath and stucco finish.
2 x 8 P.T. PLATE FASTENED
2 x 8 P.T. PLATE TO PERIMETER BEAM WITH 5/8"" x 6"
WEDGE BOLTS WITH 1/8" x 3"" WASHER
AT 24""o.c.
KNEE WALL TO MASONRY
AT ENTRY TOWER
Bdrm. 2
0
HSU414 Skewed
(26) 3/16"x 3 1/2"Titen
screws to CBS and (8) 16d
Nails to LVL
Allowable Uplift: 1490 lbs. S
Allowable Down: 3875 lbs.
Applied Uplift: 900 lbs.
Applied Down: 3000 lbs.
Porch
Master Bdrm.
(2)2x8
TOP PLATE
SP8 16"c.c
(6) 10d NAILS
(2) 2 x 12 HEADER
BOND TOGETHER
WITH 16d AT 6-c.c.
A
30"" x 16""
Fixed Glass
Top at 8'-0-
Kitchen
Great Room
SP8 AT EVERY STUD
WITH (6) 10d NAILS
TOP & SOLE PLATE
(2) MSTA18
r (14) 1Od NAILS
(2) 2 x 8 STUDS
UNDER HEADER
2x8P.T.
'PLATE
Brng. Header Detail
Bdrm. 3
2 x 8 Blocki
Lnd
FM
Study
(2) 2 x 12 Header
L-9
Garage
Cast Crete Lintel Schedule
All Rebar to be #5 Grade 60 min.
MARK
LENGTH OF
LINTEL
ALLOWABLE
GRAVITY LOAD
APPLIED
GRAVITY LOAD
ALLOWABLE
UPLIFT LOAD
APPLIED
UPLIFT LOAD
BEAM SPECS.
L-1
T-8`"
11809 690
6627
119
8F40-1B/1T
L-2
4'-6""
7547
690
3508
119
81`20-1B/1T
L-
4'-8""
9311
873
4594
839
8RF42-1B/1T
L-4
11`4"
4006
1012
1749
310
8F44-1B/1T
L-5
17'-4"
2047
873
1470
839
8F44-1 B/2T
L-6
T-8"
1245
418
680
180
81`12-1B/1T
L-7
8'-4"
1843
248
1634
25
81`16-1B/1T
L-8
7'-4"
3898
1704
2102
283
81`22-1B/1T
7547
248
2949
25
81`20-1B/1T
L-10
5`10`
8328
183
4498
247
81`40-113/1T
L-12
13'-8"
442
200
384
150
8F8-1B/1T
L-13
4'-6""
6113
690
2724
119
81`16-1B/1T
L-14
4'-6""
1756
200
867
150
8RF6-1B/1T
L-15
4'-8""
9311
1366
4594
335
8RF38-1B/1T
L-16
T-4""
755
200
506
150
8RF6-1B/1T
L-17
9'-6-
1533
204
914
24
8F16-1B/1T
Lintels L-18 & L-19 have been removed and replaced with (2) 1 3/4" x 16" LVL Beams
0
0
v�
N
DAbove,Typ.
E
m
1L
0
0
2 x 8 plate at Head
and Jambs
See Bring. Header
Detail
5/8" c.d.x. plywood on / Arched Opening
each side and bottom
�/
nail as per struct. notes
Exterior Arched Header Framing
Typical for Half Round Arches
opunll6l lopeen
161 open
-Q ",
Truss B
T.O.B. h 14'-0-
Lower the existing CBS
from 16'-0- to 14`0-
prior to pouring beam
Front Entry Tower Elevation
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date
revision
Job site field
7/29/19
revisions
Job site field
Q 8/12/19
revisions
drawn
&I.
checked
s.l.
date
7/29/19
scale
as noted
job number
18073
sheet
A-1
SCANNED
"I St. Lucie
County
21/2- 21/2-
Pre Engineered j
Trusses CJ1
3/8" dia. x 8" Thru Bolts
(Typical at 2 places)
(1) MGT Tiedown with (22)
10d to framing and (1) 5/8"
dia. ATR drilled and epoxy to
Grouted CBS with 12" min.
embedment
1'-4"" Top of C.B.S.
1
Grouted CMU
Column
Section
(1) P.T. No. 2 SYP Vertical, 7 1/2" wide.
From Bond Beam to underside of the —
Roof Deck on each side of CJ1 Truss.
Fasten with (2) 3/8" x 8" thru bolts.
OIL Top of C.B.S.
(2) 1 3/4" x 16"
LVL Beams —
0
Grouted CMU
Column
(1) P.T. No. 2 SYP Vertical, 7 1/2" wide.
From Bond Beam to underside of the
Roof Deck on each side of CJ1 Truss.
Fasten with (2) 3/8- x 8" thru bolts.
New Top of LVL 1$ 12'-3" +/-
(2) 1 3/4" x 16"'
- LVL Beams
IN
HU416 Concealed
(20) 1 /4" x 2 3/4" Titen
(8) 10d at Hanger
Allowable Uplift: 1515 lbs.
Allowable Down: 4920 lbs.
Applied Uplift: 900 lbs.
Applied Down: 3000 lbs.
In the event that the number of
masonry screws can not be achieved.
The masonry screws can be replaced
at wood members with #10 x 2 1/2"
SD Screws. The amount of fasteners
shall not be reduced.
Pre Engineered
Trusses CJ1�
0
New Top of LVL h 12'-3' +/-
Section
3/8" dia. x 8" Thru Bolts
(Typical at 2 places)
Detail at Hanger „A„
Scale: 3/4" = 1'-0"
Floor Plan
Scale: 1/4" = 1'-0-
1.
(2) 1 3/4- x 16-
LVL Beams
12'-3- +/- New Top of LVL
HSU414 Skewed I
(26) 3/16- x 3 1/2', Titen F —
screws to CBS and (8) 16d
Nails to LVL
Allowable Uplift: 1490 Ibs.CB
Allowable Down: 3875 lbs.
Applied Uplift: 900 lbs.
Applied Down: 3000 lbs.
In the event that the number of
masonry screws can not be achieved.
The masonry screws can be replaced
at wood members with #10 x 2 1/2"
SD Screws. The amount of fasteners
shall not be reduced.
7 1 /2- x 9" P.T. Solid
Lumber Fastened to Grout
Filled Bond Beam with (2)
5/8" dia. A T.R.
with min. of 12" Embedment
into Masonry Drilled and Epoxy.
with 3- x 1/8- square washer
and Nut. Tighten so Wood Block
is Tight and Level to Bond Beam
P.T. Blocking Shown as Shaded Area
:1M Top of C.B.S.
11'-4""
Section
Detail at Hanger "B"
Scale: 3/4" = V-0"
(2) 1 3/4" x 16"
LVL Beams
12 3" +/- I$ New Top of LVL
HSU414 Skewed
(26) 3/16" x 3" Titen
screws to CBS and (8) 16d
Nails to LVL
Allowable Uplift: 1490 lbs.
Allowable Down: 3875 lbs.
Applied Uplift: 876 lbs. CD
Applied Down: 3200 lbs.
In the event that the number of
masonry screws can not be achieved.
The masonry screws can be replaced
at wood members with #10 x 2 1 /2-
SD Screws. The amount of fasteners
shall not be reduced.
Section
(2) 1 3/4" x 16"
LVL Beams �
��
Pre Engineered
Trusses 24"o.c.
Grouted Bond
Beam
B
7 1/2" x 9" P.T. Solid
Lumber Fastened to Grout
Filled Bond Beam with (2)
5/8" dia. A.T.R.
with min. of 12- Embedment
into Masonry Drilled and Epoxy.
with 3" x 1/8" square washer
and Nut. Tighten so Wood Block
is Tight and Level to Bond Beam
P.T. Blocking Shown as Shaded Area
7 1/2- x 9" P.T. Solid
Lumber Fastened to Grout (2) 1 3/4" x 16"
Filled Bond Beam with (2) LVL Beams
5/8- dia. A.T.R.
with min. of 12- Embedment
into Masonry Drilled and Epoxy.
with 3- x 1/8" square washer
and Nut. Tighten so Wood Block
is Tight and Level to Bond Beam
P.T. Blocking Shown as Shaded Area
I Top of C.B.S. D
$ 11'-4"" �
Detail at Hanger „D„
Scale: 3/4" = 1'-0-
Connector Notes:
A.T.R. = All Treaded Rod
Drill and Epoxy Set all A.T.R.
Use either "Hilti" C-100 or Simpson Epoxy Tie Epoxy
SHORING NOTE
Design, Erection, & Removal of all formwork, shores, & reshores shall meet
meet the ACI Standards 347 and 301
\ (2) 1 3/4" x 16"
LVL Beams
New End Detail
Scale: 3/4" = V-0"
Grouted Bond
Beam �
z
r`
Plan View
Pre Engineered
Trusses 24"o.c.
7 1/2" x 9" P.T. Solid
Lumber Fastened to Grout
Filled Bond Beam with (2)
5/8" dia. A.T.R.
with min. of 12" Embedment
into Masonry Drilled and Epoxy.
with 3" x 1/8" square washer
and Nut. Tighten so Wood Block
is Tight and Level to Bond Beam
P.T. Blocking Shown as Shaded Area
Plan View
RECEIVED
SEP 19 2019
ST. Lucie County, Permitting
SEE END DETAIL REPAIR DETAILS
PER BUILDERS FIRST SOURCE TRUSS
ENGINEERING SHEETS
FILE Copy
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date
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scale
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job number
18073
sheet
A-1 a
REVIEWED F
CODE COMPLI
ST. LUCIE CO
BOCC
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29' 10"
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7' 0"
34' 11"
2' 4"
14' 2"
5111,
44' 3"
3' 8"
23' 10"
13' 0"
' 8"
36' 10"
O'
305' 8"
WALL LEGEND
lr%l 011 A. F. F
4'--0" A.F.F
11'-4" A. F. F
CAUTION!!!
RFCFIVF4
DO NOT ATTEMPT TO ERECT
JUN 20101y TRUSSES WITHOUT REFERRING TO
Perrnittin THE ENGINEERING DRAWINGS AND
sr.1_u A�partTent, BSCI-B1 SUMMARY SHEETS.
r ALL PERMANENT BRACING MUST BE
IN PLACE PRIOR TO LOADING
TRUSSES. (ie. SHEATHING,
SHINGLES, ETC.)
ALL INTERIOR BEARING WALLS
MUST BE IN PLACE PRIOR TO
_ INSTALLING TRUSSES.
F>>e COVY REFER TO FINAL ENGINEERING
SHEETS FOR THE FOLLOWING.
��JS510
HANGER LEGEND
ALL 2x HANGERS SHOWN ARE HTU26 UNLESS NOTED
fHERWISE
* - ALL 4x2 FLOOR HANGERS SHOWN ARE HHUS46
UNLESS NOTED OTHERWISE
MAIN WIND FORCE RESISTING SYSTEMIC-C HYBRID
WIND ASCE7-10
ENCLOSED
EXPOSURE CATEGORY C
OCCUPANCY CATEGORY II
WIND LOAD 160 MPH
*TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF
BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH
ANY OTHER LIVE LOADS
129161aItiLII]IL1W
I;1Ki1�L'�K�LIdIU[0
TCLL:
20
PSF
TCLL:
TCDL:
15
PSF
TCDL:
BCDL:
10
PSF
BCDL:
TOTAL:
45
PSF
TOTAL:
DURATION:
1.25
DURATION:
PSF
PSF
PSF
PSF
IMPORTANT
This Drawing Must Be Approved And
Returned Before Fabrication Will
Begin. For Your Protection Check All
Dimensions And Conditions Prior To
Approval Of Plan.
SIGNATURE BELOW INDICATES ALL
NOTES AND DIMENSIONS HAVE
BEEN ACCEPTED.
By Date
1) NUMBER OF GIRDER PLIES AND
NAILING SCHEDULE.
BEARING BLOCK REQUIREMENTS.
3) SCAB DETAILS (IF REQUIRED)
4) UPLIFT AND GRAVITY REACTIONS.
WARNING
Backcharges Will Not Be Accepted
Regardless of Fault Without Prior
Notification By Customer Within 48
Hours And Investigation By
Builders FirstSource.
NO EXCEPTIONS.
The General Contractor Is Responsible
For All Connections Other Than Truss
to Truss, Gable Shear Wall, And
Connections. Temporary and
Permanent Bracing, And Ceiling And
Roof Diaphragm Connections.
TRUSS CONNECTION
LIST
QTY
PRODUCT
LUS24
25
HTU26
HTU28
HHUS26-2
6.
HGUS26-2
HGUS28-2
HGUS28-3
BUILDER:
REGATTA HOMES
RES:
MARINUCCI
MODEL:
N/A
ADDRESS:
TBD
LOT / BLOCK:
--
CITY:
PORT SAINT LUCIE
COUNTY
ST LUCIE CO
DRAWN BY:
JOB # :
JL
1633838
DATE:
02/15/19
SCALE:
NTS
REVISIONS:
1. REVISE TO 11'4' CLNG 4118
2.
3.
4.
widers
FirstSour�ce
701 S. KINGS HIGHWAY
FORT PIECE, FL 34945
Ph. (772) - 461 5475
REVISION
e
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On
Floor Plan
scale: 1/4" = 1'-0"
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16" Tran
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11/25/19 Extended Rear
Porch & Walls
from 10'-0" to
11' 4"
5/5/19 Entry Cing. per
New Truss Plan
drawn
s.l,
cneckea
s.l.
date
2/19/19
scale
as noted
job number
18073
sheet A1
1
Precast Lintel
T.O.B. --($- 16-0"
9
v Door Head -$l- 8'-01,
Precast Lintel 8P.F6-113
Transom Header Detail
AT ENTRY DOOR
Left Elevation
scale: 114" = 1' W
Precast Lint
8F16-1B/1
T.O.B.
— — —* 11'-4"
v
r.
Door / Window -
Head — 8 0„
0
Precast Lintel 8RF6-1 B
Transom Header Detail a
CAFE WINDOWS
P1
(2) #5 Rebar
(2) #5 Rebar
#3 Ties 10"o.c
3000# Groat
Cast in Place
8" Min. Bmg.
at Ends
T.O.B.
- — -* 11'-4„
R
N Door
Head — 8
'recast Lintel 8RF6-1 B
Transom Header Detail
SLIDING GLASS DOOR
Front Elevation
scale: 1 /4" = 1'-0'
Rear Elevation
scale: 1/4" = V-0"
F-8" 16" 1'-8" 16" . F
o" A
Stucco Detail
(Louver Look)
U
_ Truss Heel — H
c\ — — — — — — -------------------------- 20'-4"
v ^ M
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date revision
`O �G!' 11/25/19 Extended Rear
V Porch & Walls
from 10'-0" to
11'-4"
5/5/19 Entry Cing. per
J1` O_(�QGO New Truss Flan
�GG``I �G drawn
��� Ci.� checked
00
date
scale
as noted
job number
18073
sheet
A-2
to sar
system
Plumbing Riser Diagram
Right Elevation
scale: 1/4" = 1'-0"
2" Auto
Vent
Product Approval Affidavit Form
Category
Subcategory
Approval
Numbers
Manufacturer
Model Number
Glass
Type
Attachment Method
Building Design
pressures
Product Rated
Design Pressures
A. EXTERIOR DOORS
Swinging
FL#: 253.4
PGT
FD750
Im act
P
Head &Sill: 6" from corners. lambs: " from corners and
18 1/2"a.c. max. Use Total of (S) anchors. Use 1/4" dia.
Tapcons with 1 1/4" embedment in concrete.
+38.7 -42.1
+70.0 -80.0
Sliding
FL#: 251.4
PGT
770
Impact
Head & Sill: 6" max. from frame comers and 4" from each
Astragal or Interlock. Jambs 21 "o.c. max. P Hooks 12"o.c.
Use 1/4" dia. Tapcon with 1 3/4" embed. into concrete
Use (2) anchors at each location
+36.2 -45.7
+/- 00.0
Sectional
FL#: 15371.2
DAB Door Co.
824
N.A.
5/16" x 1 5/8" Lag Screws (Full Tread) One at each Steel
Track Bracket.
+21.3 -24.1
+36.0 -44.0
B. WINDOWS
Singlehung
FL#: 239.3
PGT
700
Impact
Head & Sill: 6" from corners and 15"o.c. Jambs: 6" from
cornets and 14" o.c. Max. 4" from meeting rail.
Use 3/16" Tapcon with 1 1/4" embed. into concrete
+38.7 -50.0
+50 / -50
Fixed
FL#: 243.5
PGT
720
Impact
Head & Sill: 6" from corners and 8"o.c. Jambs: 6" from
corners and 8" o.c. Use 3/16" Tapcon with 1 3/4"
embeded into concrete
+40.5 -54.0
+/- 71b0
Mullion
FL#: 261.1
PGT
3"
Impact
Tube Mullion. Fasten Standard Mullion Clip
to CBS with (4) 3136" Tapcons with 1 3/4" min. embedment.
+40.5 -54.0
+80.0 -80.0
D. ROOFING PRODUCTS
Roofing Tiles
FL#: 7804.1
Entegra
Concrete
See Below
Roof Tile Adhesive
FL#: 6332.1
ICP Adhesives
Polyset AH160
(1) Large Paddy 2" x 10" (45 gram)
-62.3
-112.0
Ridge Anchor
FL#: 6046.2
D.C.S.M.
Ridge Anchor
] 1/2" self sealing screws 16"o.c. or approved roof nail 6"o.c.
with sealant
65.2
112.0
Roof Underlayment
FL#: 5259.1
Polyglass USA
Polystiek TU Plus
Direct bond to deck
-65.2
-135.0
PLUMBING NOTES:
Plumber to consult with contractor and equipment ordered
for rough in dimensions.
Verify all dimensions with the floor plan. The floor plan
dimensions dictates all other dimensions on other sheets.
Do not scale drawings, if any conflicts arise, contact the
Architect or Engineer for clarification prior to construction.
All sanitary lines 2" or less shall have a slope of 1/4" per
foot minimum.
All sanitary lines above 2" shall have a slope of 1/8" per
foot minimum.
Provide Anti -Scalding Valve in all showers.
Lowest living area floor elevation (refered as 0.00) to be
set by a professional land surveyor to the required building
department elevation, but not less than 19" above the crown
of the road.
T ' ' ' " hedule
2 x 8 p.t. plate anchored
above with 1/4" x 3 1/4"
Tapcon screws at 12"c.c.
and 6" at ends. and on
sides with (4) 1/4" x 3 1/4"
Tapcon screws.
5/8" c.d.x. plywood on
ach side and bottom
nail as per struct. notes
Exterior Arched Header Framin
Typical for Half Round Arches
Roof Wind Zones
scale: 1/8" = F-0"
Wire Lath Attachment
Over wood framing the paper
backed wire lath shall be installed
over one layer of approved plastic
house wrap. Lath shall be attached
horizontal framing members with 1.5"
roofing nails and to vertical wood
framing members with 6d common
nails or 1" roofing nails driven to
penetration of not less then 3/4"
of an inch, or 1 " wire staples
driven flush with the plaster base.
Staples shall have crowns not less
than 3/4" and shall engage not less
than three strands of lath and
penetrate the wood framing members
not less than 3/4". The fasteners must
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date I revision
11/25/19 Extended Rear
Porch & Walls
from 10'-0" to
11-4"
drawn
s1
checked
s.l.
date
2/19/19
scale
as noted
job number
18073
sheet
A-3
c
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104'-0" t '-R"
Foundation & Footing Plan ���.
scale: 1/4" = 1'-0"
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date
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11/25/19
Extended Rear
Porch
from 10'-0"
& Walls
to
1 l'-4"
I
drawn
s.l.
Jchecked
s.l.
date
2/19/19
scale
as noted
job number
18073
sheet
A-4
Grout filled
cell with #5
8x1
CBS
Wall
Provide Opening in
See Connector Conc. Deck to Receive
A.C. Duct
pre engineered Schedule
trusses 24"o.c.
T.O.B. t
1/2" drywall
1/2" d.w.
(2) 2 x 4 plate —
with SP4 with
(6) 10d x 1 1/2"
at each stud 5" ruin. Concrete Deck
1/2" dw. with #5 rebar 10"o.c. each
way
1 x 4 p.t.
1 x 2 p.t. furring Firestop
strips 24"o.c. with
2 x 4 studs 16"o.c. 1/2" d.w.
One Course Perimeter
Beam with (1) #5 Rebar
Filled with Grout
2 x 4 p.t. plate
with SP4 with
(6) 10d x 1 1/2"
at each stud
wood base
i`
I x 2 p.t. furring
strips 24"o.c. —\
1/2" d.w7\
#5 vert. rebar in
grout filled cell
See Floor Plan
for Locations
Safe
Room
1/2" dia. wedge bolt
with 3" x 1/8" washer
7" embedment 24"o.c.
a
Interior Brng. Wall
1 x 2 p.t. 16"o.c.
wall section
insulation type
d.w.
Iypical 2 x 4
tud bearing
)all
2 x 4 p.t. stud fastened
1/2" x 6" Wedge Bolt with
3" x 1/8" Washer 6" from
ends and 24"o.c.
Brng. Wall Attachment Detail
Safe Load Table Notes
1. All values based on minimum 4" nominal bearing.
Exception: Safe loads for unfilled LT lintels must
be reduced by 20% if bearing length is less than
6 1/2".
2. N.R. = Not Rated
3. Safe loads are superimposed allowable loads.
4. One #7 rebar may be substituted for two #5
rebar in 8 inch U lintels only.
5. All safe loads in units of pounds per linier foot.
6. All safe loads are based on simply supported span.
7. Safe load ratings based on rational design analysis
per ACI 318 and ACT 530.
45 mb all p
n. (i irq'^-
"nvy of 45 ab.
_
1 bollam of lint,
\
1II� F= filled gam
M
CM.
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ln
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grant
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8F16-1B/1T
inPorced
T T
e
lime
lintel
7 5/8" .'$ roba
ballaln
am n "be,'nanit, tf, J
i n l bd, m lOp
of lime)
oavily
na;gn
8' Nominal
Lintel Type
Designation
Pre Engineered Wood
Roof Trusses 24"o.c.
Shop Drawings by
Others
1 x 4 p.t.
Firestop
8x16x8
CMU Typ.
10" Hook and 30"
Lap. Tie to Vert.
Rebar In Cells
0.00' -O�-- - F.F.E.
I
------\ it �---
I I
1 G__JJ
Safe Room Section
Installation Notes
1. Installation of U lintels must comply with architectural
and/or structural drawings.
2. U lintels can be field cut to the required length.
3. Cast in place concrete may be provided in composite
U lintel in lieu of concrete masonry units.
4. The exterior surface of U lintels installed in exterior
concrete masonry walls shall have a coating of stucco
applied in accordance with ASTM C-926 or other
approved coating.
5. Concrete masonry units used in composite U lintel shall
be laid in a running bond.
6. Shore composite lintels as required.
7. U lintels are manufactured with a 5 1/2" long notch at
both ends to accomodate vertical cell reinforcing and
grout.
Composite U Lintel Materials
1. Grout per ASTM C476 fg=3000 psi with maximum 3/8
inch aggregate and 8 to 11 inch slump.
2. Rebar per ASTM A615 Grade 60
3. Concrete masonry units (CMU) per ASTM C90 with
minimum net area compressive strength = 1900 psi
4. Mortar per ASTM C270 Type M or S
IF-1 IF-3 I F-4 I F-5 I F-7
13
18" x 18" mono. footing
with (2) #5 rebar cont.
i�
MONO. EDGE FOOTING
18" x 18" mono. footing
with (2) #5 rebar cont.
and curb
Slope
4"
18"
u�
181,
CURB FOOTING
AT GARAGE
20" x 18" mono. footing
with (2) #5 rebar coat.
4"
4"
10"
20"
STEP FOOTING
Do not substitute connectors
Do not sheath trusses before all straps are in place
Attach valley trusses and piggy back trusses, if present,
to main trusses per truss manufacturer drawing.
Truss to truss connection by truss company, installed
per manufacturers spec's.
Lateral forces perpendicular and parallel to wall has been
considered (less than 300 p.l.f.)
Contractor to approve temporary bracing to prevent toppling
of trusses, see f11B-9.
Other specs, if different from above, have priority.
A.T.R. = All Treaded Rod
Drill and Epoxy Set all A.T.R.
Use either "Hilti" C-100 or Simpson Epoxy Tie Epoxy
Provide equal number of studs under girders equal to
the number of plys.
Missed Tie Down Strap Note
In the event the Tie Down Strap has been omitted from the
Layout location, install one MTS 18 strap at the proper location.
Fasten with (4) 1/4" x 2 1/4" Hex Head Titen screw to C.B.S.
and (7) 10d x 1 1/2" to truss. MAXIMUM UPLIFT 1000 lbs.
18" x 18" mono. footing
with (2) #5 rebar cont.
4"
r,
14" '
18"
INTERIOR FOOTING
Top of Ftng. 12" below FFE
�o
3" 6"o.c. each way
—7 #5 Rebar
2_gTypical
Square
PAD FOOTING
Recess 4" at Shower
4„ 411
4"
(I)N5 8"
Rebar
TYP. SHOWER
RECESS
FORMWORK & SHORING
No structural concrete shall be stripped until it has reached at least 80% of
the 28 day design strength.
Design, Erection, & Removal of all formwork, shores, & reshores shall meet
meet the ACI Standards 347 and 301
Contractor to verify all building setbacks prior to the start of construction.
A formboard survey shall be submitted to the building department for
approval prior to pouting concrete.
SOIL STATEMENT:
Foundation has been designed for a soil bearing capacity of 2000 p.s.i.
Fill shall be laid in layers of 6". Each layer to be compacted to 95 /o
compaction.
If the contractor encounters, while digging the foundation, any
discrepancy to suggest the soil may be madecuate, he must
immediate)- report it to the owner and the Architect or Engineer
so as to order a soil boring test.
GENERAL FOUNDATION NOTES
Concrete shall be a minimum of 4" thick over clean, compacted,
termite treated fill and 6 mil polyethylene vapor barrier.
If concrete slab contains 6" x 6" 10/10 WWM provide 1" coverage
Concrete shall have at minimum compressive strength of not less
than 3,000 p.s.i.
All 90% hooks are to be extended 10" minimum beyond the turn.
Field bends are to be done cold and the diameter of the bend,
measured on the inside of the bar, is not to be less than six
bar diameters.
Minimum coverage for rebar shall be 3" in footings and 1 1/2" in
bond beams. Hooks may be rotated horizonitally if required to
achieve minimum coverages.
Rebar overlap shall be 48 bar diameters. 30" for #5 rebar
The foundation design assumes that the soil has a minimum
load carrying capacity of 2000 p.s.f.
In the event the soil bearing capacity falls below 2000 p.s.f. This
foundation plan may be superseded by Foundation Design Engineer.
Satisfactory compaction test of fill does not verify lower soils are
adequate.
All specifications and dimensions to be verified by contractor.
All exterior slabs shall slope a minimum 1/8" per foot for drainage
Dowel Rod Repair Note
In the event vertical steel has been omitted from the down
our locations, drill 5" into concrete (no closer than 3 3/4"
from edges and 5" from ends of cap walls) Remove dust
per manufacturers instructions and use Two part epoxy to
anchor the #5 rebar in place. Use either "Hilti C-100" or
Simpson Epoxy -Tie.
let
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date revision
11/25/19 Extended Rear
Porch & walls
from 10'-0" to
11'-4"
OR,('j Connectors per
`O�C` ` J 5!5/19 New Truss Plan
V V V A drawn
s.1.
checked
G s.l dote
O 2/19/19
scale
as noted
job number
18073
sheet S
A ✓
STRUCTURAL NOTES:
All reinforcing steel shall be high strength billet steel and shall
conform to ASTM A-615 grade 60 specifications. Lap continuous
reinforcing 48 bar diameters or 30" in beams and in slabs. Lap
bottom steel over supports and top steel at midspan. Hook
discontinuous ends of all top bars. Reinforcing steel shall have
a minimum of 1" concrete cover, or as follows:
BOTTOM TOP SIDES
Beams: 11/2" 11/2" 11/2"
Slab on Grade: 1 1/2" 1" _
Structural Poured: 3/4" 3/4" _
Poured Walls: _ _ 3/4'
Slabs exposed
to the weather 3/4" P, _
Reinforcing steel shall be detailed and fabricated in accordance
with the "Manual of Standard Practice of Detailing Reinforcing
Concrete Structures" and the current "ACI Building Code 318
All structural steel shall conform to current ASTM Specification A-36
All wood in contact with masonry shall be pressure treated or approved
seperating material.
All dimensions shall be verified in field by the contractor. If there are
any discrepancies the Architect or Engineer shall be notified before
proceeding.
No slump over 5" shall be permitted for any structural concrete without
the Architect or Engineer approval.
All Design and Construction shall be inaccordance with the current
American Concrete Institute (ACI). and the American Institute of Steel
Construction (RISC), The Florida Building Code and all applicable
local codes.
Structural Concrete shall attain a minimum ultimate compressive strength
(Fe') in 28 days as follows:
Column Footing and Wall Footing: 3000 p.s.i.
Column and walls from foundation to roof: see column schedule.
All other concrete: 3000 p.s.i.
Footing sizes and reinforcing are based on allowable soil bearing
capacity of 2000 p.s.i. All footings shall bear in virgin soil. If this
is not the case, the Architect or Engineer shall be notified before
proceeding with the work.
Timber (Heavy Timber Construction)
(a) Truss manufacturer shall submit a signed and sealed shop
drawings by a registered Engineer.
(b) Wood rafters to have a Stress Grade of Fb=1200 p.s.i.
j (c) Roof members should be secured to the beams or other
structural components with hurricane anchors for wind uplift.
All wood members shall have a minimum fiber stress in bending
of 1200 p.s.i. with 1/360 max. deflection.
All bolted connections shall be 1/2" Cadmium plated or better.
Lag bolts to be used only in shear connections with minimum
4" threaded penetration past steel plate.
Lag bolted conditions shall be drill tapped no larger than the
internal thread diameter and shall not be hammer driven.
Under Girder Trusses provide equal number of studs as girder
plys at frame bearing locations
GENERAL REQUIREMENTS
All work to be as per the current edition of the Florida Building Code
and meet or exceed all applicable local requirements.
General contractor is responsible for all labor, materials, utilities, testing,
waste removal, storage, securing of site, accomodation, tran8port/freight,
and all other cost related to the completion of this project., unless explicitly
identified here.
Owner is responsible for all municipal related charges such as impact
fees, and water connection, except building permit fees, which are to be
included in the construction bid.
General contractor to check all drawings for errors and ommissions and
bring them to the attention of the architect prior to starting any work, or
ordering any materials of the respective division of work. If such errors
and ommissions are not reported in writingto the architect, any resulting
damages or costs shall be born entirely by the general contractor.
Architect is not responsible for the contractors method or means of
construction.
General contractor is to keep the site in a clean and safe state through
out the course of construction. On building turnover, general contractor to
clean all surfaces so as to be free of dust, grease, stains, scuffs, etc.
Unless otherwise noted, the installation of specified hardware shall
conform to the manufacturers instructions and standard practice.
All plans and drawings are not considered complete until they have been
reviewed and approved by the Building Department
and the building permit has been issued.
EXTERIOR CEILING & SOFFIT NOTE
7/8" Stucco finish over 3/8" high ribbed galv. wire lath fastened to
framing members with No. 11 guage nails with 1 3/4" embed. with 3/8"
did. head 6"o.c. max. edges to be tied and nailed at 9"o.c.
Install one layer of 15# felt, to framing prior to installing ribbed lath
INTERIOR WALL FRAMING NOTE
Interior non bearing walls to be 2 x 4 studs 24"o.c.
Spruce, Pine, Fir (SPF) #2 Grade lumber or better
or metal studs (25 Ga.) Crimper may be used in
lieu of screws.
THRESHOLD NOTE
At egress door (see floor plan) the max. hgth.
of the threshold shall be 1/2"
BUCK ATTACHMENT NOTES
AT DOORS USE P.T. PINE OR SPRUCE AND ATTACH
TO BLOCK WITH 1/4" DIA. TAPCONS INTO C.B.S.
SET AT 6" FROM CORNERS AND AT 12"o.c. MAX.
AT WINDOWS USE P.T. PINE OR SPRUCE AND ATTACH
BUCKS TO BLOCK WITH 8d CASED HARD COIL NAILS
OR "T"NAILS " 4" FROM ENDS AND 12"o.c.
USE WOOD SHIMS MINIMUM DURING DOOR INSTALLATION
GENERAL ROOFING NOTES
Roofing to be composed of and attached to pre manufactured
wood trusses as follows:
Felt underlayment (min. ASTM 0 226 Type 11) with 4" min. side and
end laps, fasten with coorosion resistant annular ring shank nails
at 6"o.c. in laps and in staggered rows spaced 12"o.c. in field.
If roof pitch is < 4/12 install (2) layers 15# felt.
If roof pitch is 4/12 or greater, instal] (1) layer 30# felt.
5/8" cAx. sheathing or equal installed with staggeredjoints & GI clips,
nailed to trusses with 8d corrosion resistant Brain ar ring shank nails
spaced max. 6"o.c. throughout, except max. 4"o.c. at gable ends.
All roof trusses are to be pre -manufactured assemblies provided by
a licensed wood truss fabricator with seperate drawings and data
prepared for actual project conditions by a Florida registered
professional engineer certified for truss design. Any deviation from
the proposed plans as shown regarding placement or bearing shall
be brought to the attention of the truss engineer prior to fabrication
of the trusses. The truss manufacturers certified layout shall govern
after fabrication.
The handling, erection, and fixing of wood trusses shall be in
accordance with the specifications contained on the certified mfgr's.
drawings and data.
All engineered headers and truss hangers to be provided by the
truss manufacturer.
Splitting or cracking of structural components due to installation of
hardware is not permitted.
Unless otherwise noted, the installation of specified hardware shall
conform to the truss manufacturers installation instructions and
standard practice.
SHEATHING NAILING NOTES
Nailint? Pattern
Nailing Schedule
Zone 1: 8d at 6"o.c. field & 4"o.c. edges
ROOF & FLOOR DIAGRAM
Zone 2: 8d at 4"o.c. edges & field
Use sheathing with #8 gun nails at 6"o.c.
Zone 3: 8d at 4"o.c. edges & field
at supported panel edges and #8 gun
nails at 6"o.c. at intermediate supports.
Pneumatic Nails
ROOF SHEATHING TO GABLE END FRAME
Pneumatic or mechanicaly driven nails will
be accepted under the following conditions:
Use #8 gun nails at 4"o.c.
Min. nails size 8d or larger ring shank with
EXTERIOR SHEATHING
Min. shank diameter: .3
Min. Length: 2"
Use #8 gun nails at 4"o.c. at panel edges
Min. Head Diameter:.280 Full Round
and #8 gun nails at 4"o.c. at panel top and
Min Ring Diameter .012 over shank dia.
bottom and 6"o.c, in field
Min. 16 to 20 Rings per Inch
Note
Gun nails shall be permitted as an
acceptable fastener from any manufacturer
Wood screws meeting the same size requirement
may be used in lieu of nails without comment
Ceramic Tile
Shall be installed in accordance with ANSI A108.1, A108.4, A108.5
A108.6, A108.11, At18.1, A118.3, A136.1, & A137.1. Fiber mat reinforced
backer shall be used behind wall applied ceramic tiles in the tub
and shower areas and conform to ASTM C 1325. Per Durock,
cement board exceeds ASTM C1325.
Gypsum Note
Gypsum board shall conform to ASTM C22, C475, C514, C1002, C1047
C1177, C1178, C1278, C1396, or C1658 and installed per FBC residential
code. Per USG, Wallboard conforms to C1396.
Gypsum Board & Gypsum Panel Products
Gypsum board and gypsum panel products shall be applied
at right angles or parallel to framing members. All edges and
ends of gypsum board and gypsum panel products shall
occur on framing members, except those edges and ends that
are perpendicular to the framing members. Interior gypsum
board shall not he installed where it is directly exposed to
weather or to water.
Wall and ceiling gypsum board shall be fastened with screws
spaced at 12"o,c. Screws for attaching gypsum board and gypsum
panel products to wood framing shall be Type W or Type S in
accordance with ASTM C1002
less than 5/8" inch (1 9mm) Gypsum board and Gypsum panel
products shall be attached to cold formed steel framing less
than 0.033" (lmm) thick shall be Type S in accordance with
ASTM C1002 or bugle head style in accordance with ASTM C1513
and shall penetrate the steel not less than 3/8" to 0.112"
(lmm to 3mm) thick shall be in accordance with ASTM C954 or
bugle head style in accordance with ASTM 1513. Screws for
attaching gypsum board or gypsum panel products to structural
insulated pales shall penetrate the wood structural panle facing
not less than 7/16"o.c. (11.lmm).
Gypsum board used as the base orbacker for adhesive application
of ceramic tile or other required nonabsorbent finish material shall
conform to ASTM C1396, C1178, C1278. Use of water resistant
gypsum backing board shall be permitted on ceilings. Water
resistant gypsum board shall not be installed over a Class 1 or
Crass 2 vapor retarder in a shower or tub compartment. Cut or
exposed edges, including those at wall intersections, shall be
sealed as recommended by the manufactuer. Water resistant
gypsum backing board shall not be used where there will be
p direct exposure to water, or areas subject to continuous high
humidity.
Cold Formed Steel Note
Cold formed steel framing supporting gypsum board and gypsum
panel products shall be not less than 1 1/4" (32mm) wide in the
least dimension. Non Load bearing cold formed steel framing
shall comply with AISI S220 and ASTM C645, Section 10. Load
bearing cold formed steel framing shall comply with AISI S200
and ASTM C955, Section 8.
Wood Framing Note
Wood framing supporting gypsum board and gypsum panel
products shall be not less than 2" (51mm) nominal thickness
in th least dimension except that wood furring strips not less
than V by 2" (25mm x 5lmm) nominal dimension shall be
permitted to be used over solid backing or framing spaced
not more than 24"o.c. (610mm)
r,
3/8" continuous bead of
caulk (back bedding) behind
buck to prevent liquid passage
set flange in continuous
bead of caulk across the
entire face of buck
CBS
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Min. 1 1/4" embedment
at windows and min.
1 1/2" embedment at
sl. gl. doors
drywall
stucco finish J
1
perimeter caulk
1/4" max. struct. shim
Attach p.t. bucks
with 8d coil nails at
caulk
12"o.c.
attach as per
Typ. Alum. window
manufacturers
jamb or sliding glass
product approvals
doorjamb
NOTE: Method of attachment and
Gunable sealants shall comply with
ASTM C 920 Class 25 or
waterproofing procedures are the
grade
same at poured concrete sill.
greater for proper joint expansion
and contraction
Coat Bucks with Protecto LWM200
after they have been installed and Chaulked
Window & Door Flashina
Detail at CBS Wall
Includes Buck Attachment Method
Alum, window
frame -
3/8" continuous bead of
caulk (back bedding) behind
shim to prevent liquid passage
1/4" struct. shim
set flange in continuous
bead of caulk across the
entire face of buck
perimeter caulk
stucco finish
Gunable, sealants shall comply with
ASTM C 920 Class 25 grade or
greater for proper joint expansion
and contraction
comer bars at beam
(outside only) (2) corner
bats at footing (min.) —
Vert. dowel lapped with
wall reinforcing, all
laps 25" (min.) in grout
filled cell
0
y
corrosive resistant
Tapcon concrete
screws installed as
specified in window
manufacturers product
approval
window sill
precast
cone. sill
Typical Precast Conc. Sill Detail
� II
II
II
II
II
II
I
all corner bars to be the
same size, number, and
spacing as horizontial bars
in footing, beams, and walls
22 1/2" lap min.
Corner Reinforcing Detail
i" C.M.U. WITH CELLS FILLED
GROUT & (1) #5 VERT.
3L
'.T. 2 x 6 AT (3) SIDES OF
)PENING, FASTEN TO BLOCK
1S NOTED.
)OOR SIDES
/2" x 6" REDHEADS WITH MIN.
t" x 1/8" WASHER 12" FROM ENDS
tND 16"o.c. MAX.
)OOR HEAD
/4" x 2 3/4" TAPCONS STAGGERED
24"o.c.
Garage Door Buck Detail
Galy. Cap
2" dia. Galy
Pipe
Set ballard 12"
from appliance
Galv.
Typical Cone.
(4) 1/4" x 2 1/4" J Foundation
Tapcon
Bollard Detail
scale: 1" = P-0"
90 DEGREE HOOKS
OVERLAP 25" MIN:
HORIZ. TIE BEAM STEEL
SEE WALL SECTION FOR
STEEL REQUIRMENrS
POURED CELLS WITH
(I) #5 BAR CONTINUOUS
FROM BEAM TO FOOTING
Change in Bond Beam Elev.
2 x 4 hnttnm cord hracina
10'-0"
Bottom Cord Lateral Bracing
Concrete Tile Roofing on
Peel & Stick Underlayment
on 19/32" c.d.x. plywood
fasten per Nailing Schedule
SEE CONNECTOR
SCHEDULE
PRE ENG. WD.
TRUSSES 24"c.c.
GALV. DRIP EDGE ON
IX3P.T.ON2X8
FASCIA -
STUCCO SOFFIT
1 `-6"
8x 16x8
CMU Typ.
Light Textured
Stucco Finish
#5 Vert. Rebar with
10" Hook and 30"
Lap. Tie to Vert.
Rebar In Cells
518"
pre engineered
trusses 24"o.c.
12
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1 x 2 p.t. furring
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�— strips 16"o.c.
with R4.1 Foil
insulation
1/2" d.w.
#5 vert. rebar in
grout filled cell
See Floor Plan
for Locations
4" 3000# Fibermix Cone.
on .006 Vapor Bearier on
Clean, Compacted, Termite
Treated Fill
(2) #5
Rebar
Typical Wall Section
Lnd.
sealant under
sill plate -�
5/8" drywall
2 x 4 plate
1/2" d.w.
RI I batt insulation
Garage
2 x 4 blocking at
mid point of wall
2 x 4 studs 16"o.c.
`2 x 4 p.t. plate
8d Cased
nails 12"(
0.00' FF'E'
Adj. Wall at Garage
--0- 0.00'
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*0 �Cj� 11/25/19 Extended Rear
G Porch & Walls
-AA
10 G t_`•('� from 10'-0" to
. % no `_
drawn
s.l.
checked
al.
date
2/19/19
scale
as noted
job number
18073
sheet
A-6
Flood /
Light `
Stub Out
H/C Water
& Drain
/
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ELECTRICAL LEDGEND
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RECESSED LIGHT WITH LENS Q EXTERIOR & WET LOCATIONS
SURFACE MOUNTED LIGHT FIXTURE
�`_/' I T
/ E--;� --� SURFACE MOUNTED FLUORESCENT LIGHT FIXTURE
I aa:>ammma UNDER CABINET FLUORESCENT FIXTURE
RECESSED INCANDESCENT LIGHT FIXTURE WITH EXHAUST FAN
CEII.INO FAN
\ \ ® LIGHT FIXTURE
WITH CAMERA
VXHAUST FAN OUTLET
\ DOOR CHIIvffi5
I I \ 1 o All 1 (� THERMOSTAT ® SMOKE & CARBON
I I Flood MONOXIDE DETECTOR
Llghis I $ DUPLEX OUTLET-5WrtCHHD TELEVISION
I _ — =0 DUPLEX OUTLET
TELEPHONE
L
220 V OUTLET 'Gl --__J
3u, yjf O PUSH BUTTON
SWITCH
--_--_K0 a THREE WAY SWITCH D DIMMFR SWITCH
�Af NOTE: RECEPTACLES IN KITCHEN Bc BATH AREAS TO BE 46" A.F.F.
ALL 120V SINGLE PHASE 15 & 20 AMP BRANCH CIRCUITS SUPPLYING
OUTLETS THAT ARE NOT GFCI MUST BE AFCI.
,-r�I / TAMPER PROOF RECEPTICALES MUST BE INSTALLED IN 120 VOLT, SINGLE
) i I PHASE 15 6i 20 AMP BRANCH CIRCUITS
(3) #2/0 (THW) copper
I and (1) #4 round (THW)
II I
\
copper in 2 ' galy. conduit
L — — — — — — — — — J (3) #2/0 (THW) copper
and (1) #4 ground (THW) Wall F.P.L. service
copper in 2" galy. conduit (if overhead
Electrical Load Calculations service)
� I
2851 Living S.F. at 3 VA 8553 watts
^\ > Two 20 Amp Appliance Ckts. 3000 watts
r One Laund Cir. 1500 watts 1500 watts
1S' @ Panel: 200 A.M.C.B.
Wall Oven 2000 watts 1,6, 3 W 40 Circuit 200 Amp M
' I I One Cook Top 3000 watts 120/240 Volt Panel
\I I ® One Dishwasher & One Disposal @ 1500 watts each 3000 watts
Two Microwave @ 1000 watts 2000 watts
One Water Heater @ 4.5 kw 4500 watts
One Dryer @ 5 kw 5000 watts a.c.
/ — — — — — — — J +/ Two Ref. @ 1500 watts 3000 watts disc. (3) #2/0 (THW) copper
I Three Baths @ 1500 watts each 4500 watts and (1) #4 ground (THW)
Under Counter Ref. 1000 watts copper in 2" galy. conduit
Total 41,053 watts
F.P.L. service
First 10 KVA at 100% 10,000 watts 5/8" dia. x 10'-0"
u long ground rod 3/4" copper (if underground `0
Remainder at 40 /0 12,421 watts water pipe service)
Total 22,421 watts ��� �0�QG��`"
One AC Heat at 100% 10,000 watts
Total 32,421 watts O �JGoo G'
32,421 W / 240 V = 135.0 Amps I 5�
Use 200A Service I I
1 8'-9 518" 1
Smoke detectors wired to 120V Bathroom lights T tie ground wire
Non Switchable, Non GFI to footing rebars
Electrical contractor to verify all equipment loads prior to
start of construction. Electrical contractor to recalculate Electrical Riser Dia ram
electrical schedule if loads are to be modified
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date revision
11/25/19 Extended Rear
Porch & Walls
from 10'-0" to
11'-4"
drawn
s1
checked
s.l.
date
2/19/19
scale
as noted
job number
18073
sheet
A-^]
/
105' 8"
CAUTIOW!
HANGER LEGEND
ALL 2x HANGERS SHOWN ARE HTU26 UNLESS NOTED
'HERWISE
I
-UNALL 4x2 FLOOR HANGERS SHOWN ARE HHUS46
LESS NOTED OTHERWISE
WALL LEGEND
,wor
14'-0" A.F.F
11'-4" A. F. F
MAIN WIND FORCE RESISTING SYSTEM/C-C HYBRID
WIND ASCE7-10
ENCLOSED
EXPOSURE CATEGORY C
OCCUPANCY CATEGORY II
WIND LOAD 160 MPH
*TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF
BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH
ANY OTHER LIVE LOADS
ROOF
LOADING
TOLL:
20
PSF
TCDL:
15
PSF
BCDL:
10
PSF
TOTAL:
45
PSF
DURATION:
1.26
FLOOR LOADING
TCLL:
PSF
TCDL:
PSF
BCDL:
PSF
TOTAL:
PSF
DURATION:
IMPORTANT
This Drawing Must Be Approved And
Returned Before Fabrication Will
Begin, For Your Protection Check All
Dimensions And Conditions Prior To
Approval Of Plan.
SIGNATURE BELOW INDICATES ALL
NOTES AND DIMENSIONS HAVE
BEEN ACCEPTED.
Date
DO NOT ATTEMPT TO ERECT
TRUSSES WITHOUT REFERRING TO
THE ENGINEERING DRAWINGS AND
BSCI-131 SUMMARY SHEETS.
ALL PERMANENT BRACING MUST BE
IN PLACE PRIOR TO LOADING
TRUSSES. (ie. SHEATHING,
SHINGLES, ETC.)
ALL INTERIOR BEARING WALLS
MUST BE IN PLACE PRIOR TO
INSTALLING TRUSSES.
REFER TO FINAL ENGINEERING
SHEETS FOR THE FOLLOWING.
1) NUMBER OF GIRDER PLIES AND
NAILING SCHEDULE.
2) BEARING BLOCK REQUIREMENTS.
3) SCAB DETAILS (IF REQUIRED)
4) UPLIFT AND GRAVITY REACTIONS.
WARNING
Backcharges Will Not Be Accepted
Regardless of Fault Without Prior
Notification By Customer Within 48
Hours And Investigation By
Builders FirstSource.
NO EXCEPTIONS.
The General Contractor Is Responsible
For All Connections Other Than Truss
to Truss, Gable Shear Wall, And
Connections. Temporary and
Permanent Bracing, And Ceiling And
Roof Diaphragm Connections.
TRUSS CONNECTION
LIST
QTY
PRODUCT
LUS24
25
HTU26
HTU28
H H US26-2
6.
HGUS26-2
HGUS28-2
HGUS28-3
BUILDER:
REGATTA HOMES
RES:
MODEL:
MARINUCCI
N/A
ADDRESS:
TBD
LOT/BLOCK:
--
CITY:
PORT SAINT LUCIE
COUNTY
ST LUCIE CO
DRAWN BY:
JL
JOB # :
1633838
DATE:
02/16/19
SCALE:
NTS
REVISIONS:
1. REVISE 'j4," CLNG 4/18
2.
#
701 S. KINGS HIGHWAY
FORT PIECE, FL 34945
Ph. (772) - 461 6476
Floor Plan
scale:1/4" = P-0"
104 0" 11_81,
FDOH in St. Lucie County
Environmental Health
Site Plan Approved for Construction
Supersedes All Previous Site Plans for
OSTDS #,5r.4F� I9J 07acu & Well #59-Z9Z9 /
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2119/19
scale
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job number
18073
sheet 1
A 1
MAR 2 8 2018
ST. Lucie County, Permitting
1'1da- 49 sf
SCANNED
BY
St. Lucie County
Rrv,now., FOR
Cry ' TARLIANCE
0
Floor Plan
scale:1/4" = P-0"
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scale
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job number
18073
sheet
A-1
SCANNED
BY
St. Lucie County
19C�-(YI.�S
Precast Lint
8F16-1B/1
—T.O.B. -1$- 14'-0"
2
F
Precast Line
8F16-1 B/ 1
T.O.B.
- — -* 11'-4"
pa
010
Door / Window
(.7 — 81 01,
Head
Precast Lintel 8RF6-1 B
Transom Header Detail
CAFE WINDOWS
3
Door Head
— — --$- 8'-0" (2) #5 Rebar
Precast Lintel SRF6-lB
(2) #5 Rebar
Transom Header Detail
AT ENTRY DOOR
#3 Ties 10"o.c
3000# Grout
Cast in Place
8" Min. Brng.
at Ends
T.O.B.
— - — -* 11'-4"
v
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�O
N Door
--- Head 8-0
'recast Lintel 8RF6-IB
Transom Header Detail
SLIDING GLASS DOOR
Left Elevation
scale: 1/4" = 1' 0"
Stucco Detail
(Louver Look)
Front Elevation
scale: 1/4" — 1'-0"
Rear Elevation
scale: U4, — I' 0"
-8" 16" _ 1'-8" _ 16" 1
Stucco Detail
(Louver Look)
Truss Heel
-- ---- —1 19'_0"
Stucco Detail
(Louver Look)
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scale
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job number
18073
sheet
A-2
to sar-
system
Product Approval Affidavit Form
Category
Subcategory
Approval
Numbers
Manufacturer
Model Number
Glass
Type
Attachment ethod
M
Building Design
Pressures
Product Rated
Design Pressures
A. EXTERIOR DOORS
Swinging
F #: 253.4
PGT
FD750
Impact
Head & Sill: 6" from corners. Jambs 11" from corners and
18 1/2"o.c. max. Use Total of (5) anchors. Use 1/4" dia.
Tapcons with 1 1/4" embedment in concrete.
+38.7 -42.1
+70.0 -80.0
Slidlrig
FL#: 251.4
PGT
TJO
Impact
Head & Sill: 6" max. from frame corners and 4" from each
Astragal or Interlock. Jambs 21 "o.c. max. P Hooks 12"o.c.
Use 1/4" dia. Tapcon with 1 3/4" embed. into concrete
Use (2) anchors at each location
+36.2 45.7
+l- 60.0
Sectional
FL#: 15371.2
DAB Door Co.
824
N.A.
5/16" x 1 5/8" Lag Screws (Full Tread) One at each Steel
Track Bracket.
+21.3 -24.1
+36.0 -44.0
B. WINDOWS
Singlehung
FL#: 239.3
PGT
700
Impact
Head & Sill: 6" from corners and 15"o.c. Jambs: 6" from
corners and 14" o.c. Max. 4" from meeting rail.
Use 3/16" Tapcon with 1 1/4" embed. into concrete
+38.7 -50.0
+50 / -50
Fixed
FL#: 243.5
PGT
720
Impact
Head & Sill: 6" from corners and 8"o.c. Jambs: 6" from
comers and 8" o.c. Use 3/16" Tapcon with 1 3/4"
embeded into concrete
+40.5 -54.0
+/- 70.0
Mullion
FL#: 261.1
PGT
3t'
Impact
Tube Mullion. Fasten Standard Mullion Clip
to CBS with (4) 3/36" Tapcons with 1 3/4" min. embedment.
+40.5 54.0
+$0.0 -80.0
D. ROOFING PRODUCTS
Roofing Tiles
FL#: 7804.1
Entegra
Concrete
see Below
Roof Tile Adhesive
FL#: 6332.1
ICP Adhesives
Polyset AH160
('1) Large Paddy 2" x 10" (45 gram)
_62.3
-112.0
Ridge Anchor
FL#: 6046.2
D.C.S.M.
Rid e Anchor
g
1 1/2" self sealing screws 16"o.c. or approved roof nail6"o.c.
with sealant.
-65.2
-112.0
Roof Underlayment
FL#: 5259.1
Polyglass USA
Polystick TU Plus
Direct bond to deck
-65.2
435.0
2" Auto
Vent
Plumbing Riser Diagram
n.t.s.
PLUMBING NOTES:
Plumber to consult with contractor and equipment ordered
for rough in dimensions.
Verify all dimensions with the floor plan. The floor plan
dimensions dictates all other dimensions on other sheets.
Do not scale drawings, if any conflicts arise, contact the
Architect or Engineer for clarification prior to construction.
All sanitary lines 2" or less shall have a slope of 1/4" per
foot minimum.
All sanitary lines above 2" shall have a slope of 1/8" per
foot minimum.
Provide Anti -Scalding Valve in all showers
Lowest living area floor elevation (refered as 0.00) to be
set by a professional land surveyor to the required building
department elevation, but not less than 18" above the crown
of the road.
T "-hedule
2 x 8 p.t. plate anchored
above with 1/4" x 3 1/4"
Tapcon screws at 12"c.c.
and 6" at ends. and on
sides with (4) 1/4" x 3 1/4"
Tapcon screws.
55/8" c.d.x. plywood on
ach side and bottom
nail as per struct. notes
Exterior Arched Header Framin
Typical for Half Round Arches
3 3
3 2 3
2
N
2 13 3
3 / 3 \ 3
2
Roof Wind Zones
scale: 1/8" - F-0"
2
/3 '
2
Wire Lath Attachment
2
\!3
Over wood framing the paper
backed wire lath shall be installed
over one layer of approved plastic
house wrap. Lath shall be attached
horizontal framing members with 1.5"
roofing nails and to vertical wood
framing members with 6d common
nails or 1" roofing nails driven to
penetration of not less then 3/4"
of an inch, or I" wire staples
driven flush with the plaster base.
Staples shall have crowns not less
than 3/4" and shall engage not less
than three strands of lath and
penetrate the wood framing members
not less than 3/4". The fasteners must
penetrate the wood framing members
not less than 3/4". Fasteners shall be
7" o.c. max.
2
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Right Elevation
scale: 1/4" - 1' 0"
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A-3
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Foundation & Footing Plan
scale: 1/4" = P-0"
104'-0" 1'-8"
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sheet
A-4
pre engineered
trusses 24"o.c.
See Connector
Connector
Schedule
1 1/2" drywall
1/2" d.w.
(2) 2 x 4 plate
with SP4 with
(6) 10d x 1 1/2"
at each stud
1/2" d.w.
0.00'�— F.F.E.
i`
2 x 4 studs 16"o.c.
2 x 4 p.t. plate
with SP4 with
(6) 10d x 1 1/2"
at each stud
base
1/2" di a. wedge bolt
with 3" x 1/8' washer
7" embedment 24"o.c.
Interior Brng. Wall
Grout filled CBS
cell with #5 vert.
8x16x8
CBS Exterior
Wall� L
1 x 2 p.t. 16"o.c.
see wall section
for insulation type
gyp. d.w.
Typical 2 x 4
stud bearing
wall
Provide Opening in
Conc. Deck to Receive
A.C. Duct
i
T.O.B_
10'-0'*_
_
7`^ �
2 x 4 p.t. stud fastened
1/2" x 6" Wedge Bolt with
3" x 1/8" Washer 6" from
ends and 24"o.c.
Brniz. Wall Attachment Detail
Safe Load Table Notes
1. All values based on minimum 4" nominal bearing.
Exception: Safe loads for unfilled U lintels must
be reduced by 20% if bearing length is less than
6 1/2".
2. N.R. = Not Rated
3. Safe loads are superimposed allowable loads.
4. One #7 rebar may be substituted for two #5
rebar in 8 inch U lintels only.
5. All safe loads in units of pounds per Tinier foot.
6. All safe loads are based on simply supported span.
7. Safe load ratings based on rational design analysis
per ACI 318 and ACI 530.
45 mbar n1 lop
in (prod e_
quanityof #5 rebar
= it bolloln of in1eJ
r F=filled gout
s width
CMI. V1 E
y1
8F16-1B/1T
TttladoToad
Cd ICrNe jinll u,quanilafB
7 5/9" #5raratbettom nal� ebar at top
of lintel cavity beigth
8" Nominal
Lintel Type Designation
5" min. Concrete Deck -/
with #5 rebar 10"o.c. each
way 1 x 4 p.t.
1 x 2 p.t. furring Firestop
strips 24"o.c. with
1/2" d.w.
One Course Perimeter
Beam with (1) #5 Rebar
Filled with Grout
Installation Notes
1. Installation of U lintels must comply with architectural
and/or strLiictural drawings.
2. U lintels can be field cut to the required length.
3. Cast in place concrete may be provided in composite
U lintel in lieu of concrete masonry units.
4. The exterior surface of U lintels installed in exterior
concrete masonry walls shall have a coating of stucco
applied in accordance with ASTM C-926 or other
approved coating.
5. Concrete masonry units used in composite U lintel shall
be laid in a running bond.
6. Shore composite lintels as required.
7. U lintels are manufactured with a 5 1/2" long notch at
both ends to accomodate vertical cell reinforcing and
grout.
Composite U Lintel Materials
1. Grout per ASTM C476 fg=3000 psi with maximum 3/8
inch aggregate and 8 to I inch slump.
2. Rebar per ASTM A615 Grade 60
3. Concrete masonry units (CMU) per ASTM C90 with
minimum net area compressive strength = 1900 psi
4. Mortar per ASTM C270 Type M or S
F.F.E
1 x 2 p.t. furring
strips 24"o.c.
1/2" d v
#5 Vert. rebar in
grout filled cell
See Floor Plan
for Locations
Safe
Room
Pre Engineered Wood
Roof Trusses 24"o.c.
Shop Drawings by
Others
I x 4 p.t.
Firestop
8x16x8
CMU Typ.
10" Hook and 30"
Lap. Tie to Vert.
Rebar In Cells
I I
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Safe Room Section
Cast Crete Lintel Schedule
F-1
6
1811 x 18" mono. footing
with (2) #5 rebar cont.
MONO, EDGE FOOTING
All Rebar to be #5 Grade 60 min..
F-3
18" x 18" mono. footing
with (2) #5 rebar cont.
and curb
Slope
4"
181,
CURB FOOTING
AT GARAGE
F-4
20" x 18" mono. footing
with (2) #5 rebar cont.
4"
4"
10"
20"
STEP FOOTING
Connector Schedule
Truss
Bearing
Truss
Connector
Qnty.
Connector
Fasteners
Point
Uplift
ID
Uplift
10
2012
DI
18
2143
3 Ply
HETA16
2
2500
(6) 1Od x 1 1/T' per strap
B5
23
1876
1 Ply
13
439
HFTA16
1
t8lo
t9) IOd x 1 1/2"
El
14
1345
3 Ply
9
2537
HHETAI6
2
3350
(7) 16d per strap
GI
17
1618
HETA16
1
1810
(9) 1Od x l 1/2"
14
L435
2 Ply
All other
trusses
ALL
<1000
MTS18
1
1000#
(14) 10d x 1 1/2"
to Frame
All other
trusses
ALL
<1810
HETA20
1
1810#
(9) 1 Od x 1 1/2"
to CBS
Supporting
(4) lOd
Valley
Framing
<250#
VTCR
1
370#
valley
(3) told x 1 1/2"
Trusses
Truss
MARK
LENGTH OF
LINTEL
ALLOWABLE
GRAVITYLOAD
APPLIED
GRAVITY LOAD
ALLOWABLE
UPLIFTLOAD
APPLIED
UPLIFT LOAD
BEAM SPECS.
L-1
3'-8"
8974
690
4853
119
81724-113/1T
L-2
4'-6"
8672
690
4292
119
8F24-113/1T
L-3
4t-8"
7917
873
3935
839
8RF26-1B/1T
L-4
11'-4"
2805
1012
1510
310
8F)8-1B/IT
L-5
17-4"
1849
873
1268
839
8F28-113/2T
L-6
7-8"
1843
418
1133
180
81716-113/1T
L-7
8'-4"
2564
248
1471
25
81720-113/1T
L-8
T-4"
5681
1704
2571
283
SF')4-1B/1T
L-9
4'-8"
5365
248
2290
25
81`16-113/1T
L-10
5-10"
6036
183
3295
247
8F2,4-1B/1T
L-12
13'-8"
442
200
384
150
8F8-113AT
L-13
4'-6"
6113
690
2724
119
8F16-113/1T
L-14
4'-6"
1756
200
867
150
8RF6-1B/1T
L-15
4'-8"
8060
1366
3277
335
8RF22-1B/1T
L-16
T-4"
755
200
506
150
8RF6-113/1T
L-17
74'
2661
204
1634
24
8F16-113AT
Mim. Beam depths shown, beams may be increased without comment
At Lintels over 24" deep, provide (1) #3 vertical rebar
at 24"o.c. along length of lintel
Connector Notes:
Do not substitute connectors
Do not sheath trusses before all straps are in place
Attach valley trusses and piggy back trusses, if present,
to main trusses per truss manufacturer drawing.
Truss to truss connection by truss company, installed
per manufacturers spec's.
Lateral forces perpendicular and parallel to wall has been
considered (less than 300 p.l.f.)
Contractor to approve temporary bracing to prevent toppling
of trusses, see HIB-9.
Other specs, if different from above, have priority.
A.T.R. = All Treaded Rod
Drill and Epoxy Set all A.T.R.
Use either "Hilti" C-100 or Simpson Epoxy Tie Epoxy
Provide equal number of studs under girders equal to
the number of plys.
Missed Tie Down Strap Note
In the event the Tie Down Strap has been omitted from the
Layout location, install one MTS 18 strap at the proper location.
Fasten with (4) 1/4" x 2 1/4" Hex Head Titen screw to C.B.S.
and (7) 10d x 1 1/2" to truss. MAXIMUM UPLIFT 1000 tbs.
F-5
18" x 18" mono. footing
with (2) #5 rebar cont.
4"
74n
18"
INTERIOR FOOTING
Top of Ftng. 12" below FFE
------------
3" 6"o.c. each w
#5 Rebar
T-8" Typical
Square
PAD FOOTING
Recess 4" at Shower
4„ 411
4"
(1) #5 8"
Reber
TYP. SHOWER
RECESS
FORMWORK & SHORING
No structural concrete shall be stripped until it has reached at least 80% of
the 28 day design strength.
Design, Erection, & Removal of all formwork, shores, & reshores shall meet
meet the ACI Standards 347 and 301
Contractor to verify all building setbacks prior to the start of construction.
A formboard survey shall be submitted to the building department for
approval prior to pouring concrete.
SOIL STATEMENT:
Foundation has been designed for a soil bearing capacity of 2000 SA.
Fill shall be laid in layers of 6". Each layer to be compacted to 95P. /o
compaction.
If the contractor encounters, while digging the foundation, any
discrepancy to suggest the soil may be madecuate, he must
immediately report it to the owner and the Architect or Engineer
so as to order a soil boring test.
GENERAL FOUNDATION NOTES
Concrete shall be a minimum of 4" thick over clean, compacted,
termite treated fill and 6 mil polyethylene vapor barrier,
If concrete slab contains 6" x 6" 10/10 WWM provide 1" coverage
Concrete shall have at minimum compressive strength of not less
than 3,000 p.s.i.
All 90% hooks are to be extended 10" minimum beyond the turn.
Field bends are to be done cold and the diameter of the bend,
measured on the inside of the bar, is not to be less than six
bar diameters.
Minimum coverage for rebar shall be 3" in footings and 1 1/2" in
bond beams. Hooks may be rotated horizontally if required to
achieve minimum coverages.
Rebar overlap shall be 48 bar diameters. 30" for #5 rebar
The foundation design assumes that the soil has a minimum
load carrying capacity of 2000 p.s.f.
In the event the soil bearing capacity falls below 2000 p.s.f. This
foundation plan may be superseded by Foundation Design Engineer.
Satisfactory compaction test of fill does not verify lower soils are
adequate.
All specifications and dimensions to be verified by contractor.
All exterior slabs shall slope a minimum 1/8" per foot for drainage
Dowel Rod Repair Note
In the event vertical steel has been omitted from the down
our locations, drill 5" into concrete (no closer than 3 3/4"
from edges and 5" from ends of cap walls) Remove dust
per manufacturers instructions and use Two part eppoxy to
anchor the #5 rebar in place. Use either "Hilti C-100" or
Simpson Epoxy -Tie.
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scale
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18073
sheet
A-5
STRUCTURAL NOTES:
All reinforcing steel shall be high strength billet steel and shall
conform to ASTM A-615 grade 60 specifications. Lap continuous
reinforcing 48 bar diameters or 30" in beams and in slabs. Lap
bottom steel over supports and top steel at inidspan. Hook
discontinuous ends of all top bars. Reinforcing steel shall have
a minimum of 1" concrete cover, or as follows:
BOTTOM TOP SIDES
Beams: 11/2" 11/2" 11/2"
Slab on Grade: 1 1/2" 1" _
Structural Poured: 3/4" 3/4" _
Poured Walls: _ _ 3/4'
Slabs exposed
to the weather 3/4" P, _
Reinforcing steel shall be detailed and fabricated in accordance
with the "Manual of Standard Practice of Detailing Reinforcing
Concrete Structures" and the current "ACI Building Code 318'
All structural steel shall conform to current ASTM Specification A-36
All wood in contact with masonry shall be pressure treated or approved
seperating material.
All dimensions shall be verified in field by the contractor. If there are
any discrepancies the Architect or Engineer shall be notified before
proceeding.
No slump over 5" shall be permitted for any structural concrete without
the Architect or Engineer approval.
All Design and Construction shall be inaccordance with the current
American Concrete Institute (ACI). and the American Institute of Steel
Construction (AISC), The Florida Building Code and all applicable
j local codes.
Structural Concrete shall attain a minimum ultimate compressive strength
(Fe') in 28'days as follows:
Column Footing and Wall Footing: 3000 p.s.i.
Column and walls from foundation to roof: see column schedule.
All other concrete: 3000 p.s.i.
Footing sizes and reinforcing are based on allowable soil bearing
capacity of 2000 p.s.i. All footings shall bear in virgin soil. If this
is not the case, the Architect or Engineer shall be notified before
proceeding with the work_
Timber (Heavy Timber Construction)
(a) Truss manufacturer shall submit a signed and sealed shop
drawings by a registered Engineer.
(b) Wood rafters to have a Stress Grade of Fb=1200 p.s.i.
(c) Roof members should be secured to the beams or other
structural components with hurricane anchors for wind uplift.
All wood members shall have a minimum fiber stress in bending
t of 1200 p.s.i. with 1/360 max. deflection.
All bolted connections shall be 1/2" Cadmium plated or better.
Lag bolts to be used only in shear connections with minimum
4' threaded penetration past steel plate.
Lag bolted conditions shall be drill tapped no larger than the
internal thread diameter and shall not be hammer driven.
Under Girder Trusses provide equal number of studs as girder
plys at frame hearing locations
GENERAL REQUIREMENTS
All work to be as per the current edition of the Florida Building Code
and meet or exceed all applicable local requirements.
t General contractor is responsible for all labor, materials, utilities, testing,
waste removal, storage, securing of site, accomodation, transport/freight,
and all other cost related to the completion of this project., unless explicitly
identified here.
Owner is responsible for all municipal related charges such as impact
fees, and water connection, except building permit fees, which are to be
included in the construction bid.
General contractor to check all drawings for errors and ommissions and
bring them to the attention of the architect prior to starting any work, or
ordering any materials of the respective division of work. If such errors
and ommissions are not repported in writingto the architect, any resulting
damages or costs shall be bom entirely by the general contractor.
Architect is not responsible for the contractors method or means of
construction.
t General contractor is to keep the site in a clean and safe state through
out the course of construction. On building turnover, general contractor to
clean all surfaces so as to be free of dust, grease, stains, scuffs, etc.
Unless otherwise noted, the installation of specified hardware shall
t conform to the manufacturers instructions and standard practice.
t All plans and drawings are not considered complete until they have been
reviewed and approved by the Building Department
and the building permit has been issued.
EXTERIOR CEILING & SOFFIT NOTE
7/8" Stucco finish over 3/8" high ribbed galv. wire lath fastened to
framing members with No. 11 guage nails with 1 3/4" embed. with 3/8"
dia, head 6"o.c. max. edges to be tied and nailed at 9"o.c.
Install one layer of 15# felt to framing prior to installing ribbed lath
INTERIOR WALL FRAMING NOTE
Interior non bearing walls to be 2 x 4 studs 24"o.c.
Spruce, Pine, Fir (SPF) #2 Grade lumber or better
or metal studs (25 Ga.) Crimper may be used in
lieu of screws.
THRESHOLD NOTE
At egress door (see floor plan) the max. hgth.
of the threshold shall be 1/2"
BUCK ATTACHMENT NOTES
AT DOORS USE P.T. PINE OR SPRUCE AND ATTACH
TO BLOCK WITH 1/4" DIA. TAPCONS INTO C.B.S.
SET AT 6" FROM CORNERS AND AT 12"o.c. MAX.
AT WINDOWS USE P.T. PINE OR SPRUCE AND ATTACH
BUCKS TO BLOCK WITH 8d CASED HARD COIL NAILS
OR "T" NAILS" 4" FROM ENDS AND 12"o.c.
USE WOOD SHIMS MINIMUM DURING DOOR INSTALLATION
GENERAL ROOFING NOTES
Roofing to be composed of and attached to pre manufactured
wood trusses as follows:
Felt underlayment (min. ASTM 0 226 Type H) with 4" min. side and
end laps, fasten with coorosion resistant annular ring shank nails
at 6"o.c. in laps and in staggered rows spaced 12"a.c. in field.
If roof pitch is <4/12 install (2) layers 15# felt.
If roof pitch is4/12 or greater, install (1) layer 30# felt.
5/8" cAx. sheathing or equal installed with staggeredjoints & GI clips,
nailed to trusses with sit corrosion resistant annullar ring shank nails
spaced max. 6"o.c. throughout, except max. 4"o.c. at gable ends.
All roof trusses are to be pre -manufactured assemblies provided by
a licensed wood truss fabricator with seperate drawings and data
prepared for actual project conditions by a Florida registered
professional engineer certified for truss design. Any deviation from
the proposed plans as shown regarding placement or bearing shall
be brought to the attention of the truss engineer prior to fabrication
of the trusses. The truss manufacturer's certified layout shall govern
after fabrication.
The handling, erection, and fixing of wood trusses shall be in
accordance with the specifications contained on the certified mfgr's.
drawings and data.
All engineered headers and truss hangers to be provided by the
truss manufacturer.
Splitting or cracking of structural components due to installation of
hardware is not permitted.
Unless otherwise noted, the installation of specified hardware shall
conform to the truss manufacturers installation instructions and
standard practice.
SHEATHING NAILING NOTES
Nailing Pattern
Zone 1: 8d at 6"o.c. field & 4"o.c. edges
Zone 2: 8d at 4"o.c. edges & field
Zone 3: 8d at 4"o.c. edges & field
Pneumatic Nails
Pneumatic or mechanicaly driven nails will
be accepted under the following conditions:
Min. nails size 8d or largger ring shank with
Min. shank diameter: .I 3
Min. Length: 2"
Min. Head Diameter:.280 Full Round
Min. Ring Diameter .012 over shank dia.
Min. 16 to 20 Rings per Inch
Note
Gun nails shall be permitted as an
acceptable fastener from any manufacturer
Wood screws meeting the same size requirement
may be used in lieu of nails without comment
Ceramic Tile
Nailine Schedule
ROOF & FLOOR DIAGRAM
Use sheathing with #8 gun nails at 6"o.c
at supported panel edges and #8 gun
nails at 6"o.c. at intermediate supports.
ROOF SHEATHING TO GABLE END FRAME
Use #8 gun nails at 4"o.c.
EXTERIOR SHEATHING
Use #8 gun nails at 4"o.c. at panel edges
and #8 gun nails at 4"o.c. at panel top and
bottom and 6"o.c. in field
Shall be installed in accordance with ANSI A108.1, A108.4, A108.5
A108.6, A108.11, A118.1, A118.3, A136.1 , & A137.1. Fiber mat reinforced
backer shall be used behind wall applied ceramic tiles in the tub
and shower areas and conform to ASTM C 1325. Per Durock,
cement board exceeds ASTM C1325.
Gypsum Note
Gypsum board shall conform to ASTM C22, C475, C514, C1002, C1047
C 1177, C 1178, C 1278, C 1396, or C 1658 and installed per FBC residential
code. Per USG, Wallboard conforms to C1396.
Gypsum Board & Gypsum Panel Products
Gypsum board and gypsum panel products shall be applied
at right angles or parallel to framing members. All edges and
ends of gypsum board and gypsum panel products shall
occur on framing members, except those edges and ends that
are perpendicular to the framing members. Interior gypsum
board shall not be installed where it is directly exposed to
weather or to water.
Wall and ceiling gypsum board shall be fastened with screws
spaced at 12"o,c. Screws for attaching gypsum board and gypsum
panel products to wood framing shall be Type W or Type S in
accordance with ASTM C1002 andshall penetrate thewood not
less than 5/8" inch (15.9mm) Gypsum board and Gypsum panel
products shall be attached to cold formed steel framing less
than 0.033" (lmm) thick shall be Type S in accordance with
ASTM C1002 or bugle head style in accordance with ASTM C1513
and shall penetrate the steel not less than 3/8" to 0.112"
(I Earn to 3mm) thick shall be in accordance with ASTM C954 or
bugle head style in accordance with ASTM 1513. Screws for
attaching gypsum board or gypsum panel products to structural
insulated pales shall penetrate the wood structural panle facing
not less than 7/16"o.c. (11.In m).
Gypsum board used as the base orbacker for adhesive application
of ceramic tile or other required nonabsorbent finish material shall
conform to ASTM C1396, C1178, C1278. Use of water resistant
gypsum backing board shall be permitted on ceilings. Water
resistant gypsum board shall not be installed over a Class 1 or
Class 2 vapor retarder in a shower or tub compartment. Cut or
exposed edges, including those at wall intersections, shall be
sealed as recommended by the manufactuer. Water resistant
gypsum backing board shall not be used where there will be
direct exposure to water, or areas subject to continuous high
humidity.
Cold Formed Steel Note
Cold formed steel framing supporting gypsum board and gypsum
panel products shall be not less than 1 1/4" (32mm) wide in the
least dimension. Non Load bearing cold formed steel framing
shall comply with AISI S220 and ASTM C645, Section 10. Load
bearing cold formed steel framing shall comply with AISI S200
and ASTM C955, Section 8.
Wood Framing Note
Wood framing supporting gypsum board and gypsum panel
products shall be not less than 2" (51mm) nominal thickness
in th least dimension except that wood furring strips not less
than 1" by 2" (25mm x 51mm) nominal dimension shall be
permitted to be used over solid backing or framing spaced
not more than 24"o.c. (610mm)
3/8" continuous bead of
caulk (back bedding) behind
buck to prevent liquid passage
set flange in continuous
bead of caulk across the
entire face of buck
8" x 16" C.M.U. WITH CELLS FILLED
WITH GROUT & (1) #5 VERT.
• -..
DOWEL
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P.T. 2 x 6 AT (3) SIDES OF
CBS
OPENING, FASTEN TO BLOCK
AS NOTED.
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DOOR SIDES
Min. 1 1/4" embedment
U
i
1/2"x 6" REDHEADS WITH MIN.
a
at windows and min.
PH
2" x 1/8" WASHER 12" FROM ENDS
a .
° 1 1/2" embedment at
z
AND 16"o.c. MAX.
°
sl. gl. doors
0O
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DOOR HEAD
Q
114" x 2 3/4" TAPCONS STAGGERED
v
24"o.c.
C
° °
Garage
Door
Buck Detail
drywall
r
a �
stucco finish
perimeter caulk J/
1/4" max. struct. shim
Attach p.t. bucks
with 8d coil nails at caulk
12"o.c.
attach as per
Typ. Alum. window manufacturers
jamb or sliding glass product approvals
door jamb
NOTE: Method of attachment and Gunable sealants shall comply with
waterproofing procedures are the ASTM C 920 Class 25 grade or
same at poured concrete sill. greater for proper joint expansion
and contraction
Coat Bucks with Protecto LWM200
after they have been installed and Chaulked
Window & Door Flashing Detail at CBS Wall
Includes Buck Attachment Method
Alum. window
frame
3/8" continuous bead of
caulk (back bedding) behind
shim to prevent liquid passage
1/4" struct. shim
set flange in continuous
bead of caulk across the
entire face of buck
perimeter caulk
stucco finish
a � �
Gunable sealants shall comply with ° a
ASTM C 920 Class 25 grade or
greater for proper joint expansion
and contraction
corrosive resistant
Tapcon concrete
screws installed as
specified in window
manufacturers product
approval
comer bars at beam
(outside only) (2) comer
bars at footing (min.) —
T Window sill
precast
conc. sill
Typical Precast Conc. Sill Detail
vent. dowel lapped with
II
wall reinforcing, all
II
all corner bars to be the
laps 25" (min.) in grout
II
same size, number, and
filled cell
II
spacing as horizontial bars
II
II
II
in footing, beams, and walls
0
22 1/2" lap min.
Corner Reinforcing Detail
Galv. Cap
2" dia. Galy
Pipe
Set ballard IT'
from appliance
Galy.
`Typical Cone.
Foundation
Tapcons
Bollard Detail
scale: 1" = P-0"
90 DEGREE HOOKS
OVERLAP 25" MIN:
HORIZ. TIE BEAM STEEL
SEE WALL SECTION FOR
STEEL REQUIRMENTS
POURED CELLS WITH
(1) #5 BAR CONTINUOUS
FROM BEAM TO. FOOTING
Change in Bond Beam EleV.
2 x d hnttnm rnrd bracing
7 0'-0°
Bottom Cord Lateral Bracing
Concrete Tile Roofing on
Peel & Stick Underlayment
on 19/32" c.d.x. plywood
fasten per Nailing Schedule
12
6 M--1 00
cl
SEE CONNECTOR h
SCHEDULE rn
PRE ENG. WD.
TRUSSES 24"c.c.
SPRAY FOAM O W
GALV. DRIP EDGE ON INSULATION
Ix3P.T.ON2X8 R20 Z
FASCIA a
T.O.B_
5/8" d.w.
STUCCO SOFFIT 1 x 4 p.t. r
V-6" I�r Firestop Z
l
W
U A E- O
Two Course Perimeter
Beam with (1) #5 Rebar
II in each course, Filled W
with Grout
1 x 2 p.t. furring
strips 16"o.c.
II with R4.1 Foil
8 x 16 x 8 ii insulation
CMU Typ. ii Cd
1/2" d.w.
Light Textured
Stucco Finish #5 vert. rebar in C, U ,r
grout filled cell W rn ' f
See Floor Plan E, eq
4 cd r;
II for Locations • ,� o }"''
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#5 Vert. Rebar with ii 4" 3000# Fibermix Conc. d 0o
10" Hook and 30" ih on .006 Vapor Bearier on
Lap. Tie to Vert. iii Clean, Compacted, Termite
Rebar In Cells iii Treated Fill
41
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111 � Cf�
i
F.F.E.
-� 0.00' \
Grade o �� //---------- M
II /
(2) #5
Rebar
Typical Wall Section
10'-0'* — —
5/8" d.w
pre engineered
trusses 24"o.c.
5/8" drywall
2 x 4 plate
1/2" d.w.
R11 batt insulation
Lnd. JHJ Garage
2 x 4 blocking at
mid point of wall
2 x 4 studs 16"o.c.
1-2 x 4 p.t. plate
In
v
Cased hard coil
nasealant under nails 12"o.c.
sill plate—�
F.F.E.
Adj. Wall at Garage
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scale
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job number
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Flood /
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SURFACE MOUNTED LIGHT FIXTURE
SURFACE MOUNTED FLUORESCENT LIGHT FIXTURE
UNDER CABINET FLUORESCENT FIXTURE
RECESSED INCANDESCENT LIGHT FUCFURE WITH EXHAUST FAN
\
CEILING FAN ® LIGHT FIXTURE
WITH CAMERA
t`{
a EXHAUST FAN OUTLET ® DOOR CHIMES
TO All
THERMOSTAT SMOKE & CARBON
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MONOXIDE DETECTOR
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DUPLEX OUTLET -SWITCHED
$ —�+ TELEVISION
� DUPLEX OUTLET
220 V OUTLET �1 TELEPHONE
^
-W SWITCH El PUSH BUTTON
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—W THREE WAY SWITCH
D DIIvIIv1ER SWITCH
NOTE: RECEPTACLES IN KITCHEN & BATH AREAS TO BE 46" A.F.F.
ALL 120V SINGLE PHASE 15 & 20 AMP BRANCH CIRCUITS SUPPLYING
OUTLETS THAT ARE NOT GFCI MUST BE AFCI.
TAMPER PROOF RECEPTIC7ALES MUST BE INSTALLED IN 120 VOLT, SINGLE
PHASE 15 & 20 AMP BRANCH CIRCUITS
(3) #2/0 (THW) copper
and (1) #4 ground (THW)
Wall
copper in 2" galy. conduit
ny
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Electrical Load Calculations
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2851 Living S.F. at 3 VA 8553 watts
>
Two 20 Amp Appliance Ckts. 3000 watts
One LaundryCir. 1500 watts 1500 watts
@
Panel: 200 A.M.C.B. 200 Amp
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Wall Oven 2000 watts
One Cook Top 3000 watts
1,0, 3W 40 Circuit M
120/240 Volt Panel
One Dishwasher & One Disposal @ 1500 watts each 3000 watts
Two Microwave @ 1000 watts 2000 watts
I I
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One Water Heater @ 4.5 kw 4500 watts
One Dryer @ 5 kw 5000 watts
ax
— J
t
Two Ref. @ 1500 watts 3000 watts
disc.
I
Three Baths @ 1500 watts each 4500 watts
Under Counter Ref. 1000 watts
I
Total 41,053 watts
First 10 KVA at 100% 10,000 watts
5/8" dia. x 10'-0"
Remainder at 40% 12,421 watts
long ground rod 3/4" copper
water pipe
Total 22,421 watts
One AC Heat at 100% 10,000 watts
I
Total 32,421 watts
32,421 W / 240 V = 135.0 Amps
Use 200A Service I
Smoke detectors wired to 120V Bathroom lights
Non Switchable, Non GFI
Electrical contractor to verif}7 all equipment loads prior to
start of construction. Electrical contractor to recalculate
electrical schedule if loads are to be modified
(3) #2/0 (THW) copper
and (1) #4 round (THW)
copper in 2' gals. conduit
F.P.L. service
(if overhead
service)
(3) #2/0 (THW) copper
and (1) #4 ground (THW)
copper in 2" galy. conduit
F.P.L. service
(if underground
service)
8'-9 5/8"
—{ tie ground wire
to footing rebars
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scale
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14'-0"
28' 9 1/2"
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29' 10"
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TRUSSES HAVE
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34' 11"
44' 3"
WALL LEGEND
10'-0" A. F. F
14'-0" A. F. F
11'-4" A. F. F
105,
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36' 10"
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1
FILE COPY
MAR 2 6 2019
Permitting Department
St, Lucie County, FL
HANGER LEGEND
13' 0" g^ ALL 2x HANGERS SHOWN ARE HTU26 UNLESS NOTED
OTHERWISE
* - ALL 4x2 FLOOR HANGERS SHOWN ARE HHUS46
UNLESS NOTED OTHERWISE
MAIN WIND FORCE RESISTING SYSTEM/C-C HYBRID IMPORTANT
WIND ASCE7-10
ENCLOSED This Drawing Must Be Approved And
EXPOSURE CATEGORY C Returned Before Fabrication Will
OCCUPANCY CATEGORY II Begin. For Your Protection Check All
WIND LOAD 160 MPH Dimensions And Conditions Prior To
`TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF Approval Of Plan.
BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH
ANY OTHER LIVE LOADS SIGNATURE BELOW INDICATES ALL
NOTES AND DIMENSIONS HAVE
ROOF LOADING FLOOR LOADING BEEN ACCEPTED.
TCLL: 20 PSF TCLL: PSF
TCDL: 15 PSF TCDL: PSF
BCDL: 10 PSF BCDL: PSF By Date
TOTAL: 45 PSF TOTAL: PSF
DURATION: 1.25 DURATION:
CAUTIOW!
DO NOT ATTEMPT TO ERECT
TRUSSES WITHOUT REFERRING TO
THE ENGINEERING DRAWINGS AND
BSCI-B1 SUMMARY SHEETS.
ALL PERMANENT BRACING MUST BE
IN PLACE PRIOR TO LOADING
TRUSSES. (ie. SHEATHING,
SHINGLES, ETC.)
ALL INTERIOR BEARING WALLS
MUST BE IN PLACE PRIOR TO
INSTALLING TRUSSES.
REFER TO FINAL ENGINEERING
SHEETS FOR THE FOLLOWING.
1) NUMBER OF GIRDER PLIES AND
NAILING SCHEDULE.
2) BEARING BLOCK REQUIREMENTS.
3) SCAB DETAILS (IF REQUIRED)
4) UPLIFT AND GRAVITY REACTIONS.
WARNING
Backclharges Will Not Be Accepted
Regardless of Fault Without Prior
Notification By Customer Within 48
Hours And Investigation By
Builders FirstSource.
NO EXCEPTIONS.
The General Contractor Is Responsible
For All Connections Other Than Truss
to Truss, Gable Shear Wall, And
Connections. Temporary and
Permanent Bracing, And Ceiling And
Roof Diaphragm Connections.
TRUSS CONNECTION
LIST
QTY
PRODUCT
LUS24
27
HTU26
HTU28
HHUS26-2
4.
HGUS26-2
HGUS28-2
HGUS28-3
BUILDER:
REGATTA HOMES
RES: MARINUCCI
MODEL:
N/A
ADDRESS:
TBD
LOT / BLOCK:
--
CITY:
PORT SAINT LUCIE
COUNTY
ST LUCIE CO
DRAWN BY:
JL
JOB # :
1633838
DATE:
02/15/19
SCALE:
NTS
REVISIONS: SCANNED
1. BY
2.
3.
4.
1
LlMuMlers
FirstSoume
701 S. KINGS HIGHWAY
FORT PIECE, FL 34945
Ph. (772) - 461 5475