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Project Data
Project Name: Laberge residence
Street Address: Lot 2, Eden's Refuge
City: Port St. Lucie
County: St. Lucie
State: Florida
Scope of Work
New One level CBS
Single Family residence with loft
00
0
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11'-2 °
11'-2"
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25 s.h.
-
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Safety
L-1
Glass
B drm. 2
B drm. 3
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9'-4" Cing.
9'-4" Cing.
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Porch
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-
Conc.
Floor
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9' 4" Cing.
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'
U
from F.F.E.
6��a
34
L-4
6' 8"
2'-2" 2'-4"
2'-4"
2'-2"
6'-8"
HR
Wood Cing.
3'_
2'-4' 10"
5' 6"
1'- „
7-8"
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5080
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5080
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seat
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Cing.
22.5 x 36
Attic Ace,
L-1
p p p p
Sofiner
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L-5
L-5
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9-4'
23
s.h.
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Well
[Pump
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9' 4°
Cing.
Load
Brag.
Kitchen
2880
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Great Room
Pocket
o
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Sloped Ceiling
❑
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Sloped Ceiling
Pump n
8' g„
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Ref.
2880 M
L-1
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13'-1"
3'-2"
v�
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lk
water
line
2,_3„
'-3
17-5"
'
5 -10"
3'-2"
3'
"
3'-10"
5'-6"
O
'-4'
❑
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o
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iU0C
4 x 4 p.t.
Column
1'-6" 4'-4"
-
i
25 s.h.
Egress
0
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Office
, n
9 -4 Cing.
L2880
0
�t�
C ]
(2)2 x 12
Header
l
6 x 6 p,t.
Colam„
aster
Bdrm.
3080
French
f
�1 ��� (4)
p.t.
ply 2 x 4
studs
Elmira of Flat Cing.
yp
Pad out clmn.
flushto LVL
3080
,
9 4
n
Cing.
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❑
LVL Beam
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w'h'
Insulate Adj.
NAlHandtrails
N
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A.C.
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Walls as per
('3) Risers &
b
r
Cond.
Ballard
Energy Code
(2) Treads to
Garage
5080
F•
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30ng
10
Load
Br
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Wood Deck
~
Cing.
DGnD.
pad
❑•
Garage
9'-4"Cing.
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000
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from F.F.E.
25 L_ 1
3080 Dr. &
14" Temp.
L_ ]Erltr
25
L-1
L-6
(2) 25
(2)
Sidelites
s.h.
s.h.
HB
y
6 x 6 p.t. clmn.
wrap with 1 x
CIASloped
Ceiling
cedar
(2) 2 x 10 Beam
22 8"
Wood Deck
WrapIT with 1 x
wCedar
°O
Wood Cing.
0d4-
•
16080 Overhead
o
1001
"
01EII
DO
o0 00
4'-0"
Floor Plan
scale: 1/4" = l'-0"
16-0
24'-0"
4'-0"
5'-0"
5'-2"
10'-4"
5,_2„
5'-2" 5'-2" 5' 2"
10'-4"
44'-0" -_
52'-0"
5'-2" 1 5'-2" 1 2'-10"
10'-4" ( 8'-01, 1 T-5"
No
Area Tabulation
Living:
2,340 s.f.
Garage:
490 s.f.
Porch:
219 s.f.
Entry:
544 s.f.
Loft:
250 s.f.
Total: 3,843 s.f.
V V
Design Loads
Roof Live Load: 30.0 p.s.f.
Floor Live Load: 40.0 p.s.f.
Wind Speed: 163 MPH
Wind Importance Factor: 1.0
Building Category: II
Wind Exposure: C
Internal Pressure Coefficent. .18
Structure Designed: Enclosed
Soil bearing capacity: 2000 p.s.f.
Guardrails & Handrails: 200 lb. Point Loading
Guardrail In Fill Components: 50 lbs. PLF
Building Code �.---�
2017 Florida Building Code: Residential
2014 National Electric Code NFPA 70
Building Data
Occupancy Type: Group R
Construction Type: V
Flame Spread Index & Smoke Developed Index
Insulation Flame Spread: Not to exceed 25
Insulation Smoke Developed Index: Not to exceed 450
Wall Finishes: Not greater than 200
Ceiling Finishes: Not greater than 200
Climatic & Geographic Design Criteria
Weathering: Negligible Termite Area: Very Heavy
Safe Load Table Notes
1. All values based on minimum 4" nominal bearing.
Exception: Safe loads for unfilled U lintels must
he 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. Une 47 rebar may be substituted for two #5
rebar in 8 inch U lintels only.
5. All safe loads in units of pounds per limier fool.
6. All safe loads are based on simply supported apan.
7. ,Safe load ratings based on rational design analysis
per ACi 318 and ACI 530,
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Lintel Type Designation
Cast Crete Lintel Schedule
Installation Notes
I. 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 limel m 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 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 si 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
S,CNZU
st Lrtfit�P°O21iiiV'
MARK
E
LGT"OF
LINTEL
ALLOWABLE
GRAVMI LOAD
APPLIED
GRAVTTY LOAD
`VV
ALLOWABLE
UFLIFTLOAD
LV —,a
APPLIED
LPLIm LOAD
vv uuu.
BEAM SPECS.
Lrl
4'-6"
61t3
826
2724
934
8F16-113/1T
L-2
4'-8"
9311
722
4594
605
8RF35-1B/IT
L-3
4'-8"
4567
712
1960
489
8RF14-1B/1T
L-4
5'-101,
4360
949
9-093
t331
8Ft6-1B/1T
L-5
7-8"
1568
1054
1135
925
8RF14-1B/2T
L-6
T-8"
1843
794
t133
782
8F16-1B/1T
L-7
T 2"
2459
1013
1462
835
8RF14-1B/2T
L-8
17'-4"
1 2047
550
872
150
8F38-1B/1T
L-9
5'-10"
1 4360
550
2093
150
8F16-1B/lT
Mim. Beam depths shown, beams may be increased without comment
At Lintels larger than 24" provide (1) 14 vertical rebar
at 24"o.c. along length of lintel
ST. LUCIE COUNTY UIL
REVIEWED FOR COMPLII
REVIEWED BY,
DATE
PLANS AN ERA —MIT MI IS
comer bars at team
(outside only) (2) comer
bars at footing (min.) -
vert. dowel lapped with
wall reinforcing, all
laps 25" (min.) in grout
filled cell
0
all corner bars to be the o
same size, number, and
spacing as horiaomml bars 3
in footing, beams, and walls
Corner Reinforcing Detail
ON JOB
3E MADE
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date revision
6/5/18 Plan Review
Comments
drawn
0.
checked
S.I. —
date
9/8/17
scale
as noted
job number
17023
sheet 1
A 1
PILE COPS'
Connector Schedule
Truss
Bearing
Truss
Connector
CMy'
Connector
Fasteners
Point
Uplift
ID
Uplift
12
642
MTS18
1
1000
(14) 10d x 1 1/Y
A01
19
376
HETA20
1
1810
(9) 10d x 11/2"
20
444
HETA20
1
1810
(9) 10d x 1 1/Y
17
1624
HETA20
1
1810
(9) 10d x 11/2"
A02
11
635
MTS18
1
1000
(14)10d x 11/2'
16
1331
HETA20
1
1810
(9)10d x 11/2"
A03
10
789
MTS18
1
9000
(14) 10d x 11/2'
16
477
HETA20
1
1810
(9)10d x 1 1/Y
A04
10
798
MTS18
1
1000
(14)10d x 1 1/Y
17
1017
HETA20
1
1810
(9) M x 1 1/Y
CO3G
12
1637
MTS18
2
2000
(14)10d x 11/2" per strap
16
610
HETA20
1
1810
(9) 10d x 11/2'
C04G
11
2127
HTS20
2
2900
(20) 10d per strap
All other
trusses
ALL
<1000
MTS18
1
1000
(14) 10d x 11/2"
to Frame
All other
trusses
ALL
<1810
HETA20
1
1810
(9) 10d x 11/2'
to CBS
Supporting
(4) 10d
Valley
Framing
<250#
VTCR
1
370#
valley
(3) 10d x 11/2'
Trusses
Truss
Connector Schedule Developed from the Truss Placement
Flan and Engineering from East Coast Truss
Job Number J33917 Dated 5/26/17
Do not substitute connectors
Attach valley trusses A nd • ggy back trusses, if present,
to main trusses per truss manufacturer drawing.
III, `,S ,v U! 5 �':('II11i • II(I �' " � rta,ll III
per manufacturers •
Lateral fo I' i perpendicular and parallel to wall has be
( o sld r ('d (less than 300 p-11) i
Contractor to approve _ po bracing to prevent toppl inn
#If trusses, `i(:,r; ill:
Drill
and Epoxy
Se all
A.T.R.
Use
either "Hilt!"
C(10
or Simpson Epoxy ie Epoxy
2 x 4 blocking at 4'-0"o.c.
starting from ridge between (2)
both top and bottom cords
for two truss spaces from
gable end I I
2 x 4 diagonal 'X"
bracing at 8'-0'o.c.
startingg from ridge
with (3) 12d each
end -\
trusses 24
see layout
Continuous 2 x 4 Lateral
bracingg at 1/3 points of
span. nisil with (2) 16d
each truss btm. cord
Continuous 2 x 4 bracing
fastened to beam with
5/8' x 6' wedge bolts
with 1/8' x 2" washer 24'o.c.
O
Galy. drip edge
min. 4" lap
1x3pt.over 2x6
Faint Grade Fascia
Gable end truss
by truss mfgr.
19/32" c.d.x plywood
siding with 8d nails 4"o.c.
2x "L' web stiffener
as required by the
truss mfgr.
"Simpson" HETA16 truss
to bond beam with (14)
10d x 11/2'
located at each truss
vertical
Concrete Bond
Beam
_Oft F�� �lrl
scale. 1/4" m 1'-0"
21'-C"
------------I
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24 s.h. 1
Safety
Glass
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date
9/an7
scale
as noted
lob number
17023
sheet
A-2
15'-0 "-0
9'-4"
0.00'-
-1'-9" - Z
awl 1170-0-0111MM
Front Elevation
scale' 1/4" = 1'-0"
Rear Elevation
scale. 1/4" = 1'-0"
+53.2
57.9
-54.5
A
+53.2 +53.2 +53.2 -57.9 -57.9 -57.9
-54.5
+49.8
-54.5
Ll
-57.9
191-8"
57.9 �
57.9
-57.9
Product Approval Affidavit Form
Category
Subcategory
g �'
Appr
Numl:
val
ers
Manufacturer
Model Number
Glass
YP
Type
Attachment Method
Building Design
Pressures
Product Rated
Design Pressures
EXTERIOR DOORS
Entry Door with Sidelites
FL#: 12
34A
Therma Tru
Glazed Fiberglass
Impact
Head & Sill: 3" & 7" from corners. Jambs: 6" from corners
and 14.5"o.c. max. Use 1/4" dia. tapcons with 1 114" embed.
into concrete & 410 x 2 1/2" wood screw to mullion.
+49.8 -54.5
+55.0 -55.0
French Doors
FL#: 12
34.4
Therma Tru
Glazed Fiberglass
g
Double
Impact
Head & Sill: 3" & 7" from corners and Midpoint. Jambs: 6"
from corners and 14.5"o.c. max. Use 1/4" dia. tapcons with
1 1/4" embed. into concrete.
+49.8 -54.5
+55.0 -55.0
Service Door
FL#: 58
1.4
Therma Tru
Opaque Fiberglass
NA
Head & Sill: 3" & 7" from comers -lambs: 6" from corners
and 14.5"o.c. max. Use 1/4" dia. tapcons with 1 1/4" embed.
into concrete.
+53.2 -57.9
+67.0 -67.0
Sectional
NOA: 15JI228.08
Overhead Df,
Series 57xx
Impact
5/16" x 1 5/8" Lag Screws (Full Tread) One at each Steel
Track Bracket.
+45.0 -52.0
+29.1 -31.4
WINDOWS
Horizontal Roller
NOA: 1G4714.1
PGT Ind,
HR-5510
Impact
Head & Sill: 8" from comets and mid point of panel &
4"o.c. of Meeting Rail. Jambs 8" htom corners & 19"o.c.
Use 1/4" Ta con with 1 1/4" min. embed, into concrete
+53.2 -57.9
+65.0 -70.0
Singlehung
NOA: 161 714.03
PGT Ind,
SH-5500
Impact
Head & Sill: 6" from corners & 16"o.c. max. Jambs: 6" from
corners and 17"o.c. max. Use 1/4" dia. tapcons with
with 1 114" min, embedment in concrete.
+53.2 -57.9
+65.0 -70.0
Mullions
NOA: 16
218.03
PGT Ind,
Clipped Extruded
Tube
NA
(4) 1/4" x 2" Tapcons at each Mullion Clip
+53.2 -57.9
+/- 170.0
ROOFING
Metal Panel
FL# 1465.2
Metal Sales Mtg.
5V Crimp (26 ga.)
N.A.#9-16
or #10-14 x 2" BH wood screw with washer. 6 perpanel width (end panel) 4 per panel width (inter.) 18"o.c.
-65.2
-131.3
_Eppf iJTAqjAyw,@aL_,FL#:
525P
R24
Polyglass USA
Polystick TU Plus
Direct bond to deck
-65.2
-135.0
SIDING
HardiPanel Siding
L#: 13223.2
Jame Hardie
HardiPanel
N.A.
1 1/2" long ring shank nails 16"o.c. to 2 x 4 framing /furring
-35.0
-44.9
5V Crimp (26 ga.) roofing
panels over 30# Felt on Pre Engineered Wood
19/32" c.d.x. plywood fastened Roof Trusses 24"o.c.
as per nailing schedule Shop Drawings by U
Others 00
See Connector m
Schedule
12
x
R20 Spray Q Varies
Foam InsuI. Galy. Drip Edge
Throughout over 1 x 4 p.t. 00
9'-4" T.O.B. W o r
2 x 8 Cedar CLi r
1/2" d.w. Fascia Board f--1
Ix 4 p.t. Stucco Soffit Over w
Firestop Z High Ribbed Wire Z
P-6" Lath U
Install one layer of 15# Q O
felt to framing prior to
Two Course Perimeter installing wire lath
Beam with (1) #5 Rebar Q0 On
in each course, Filled 8 x 16 x 8 W p
with Grout CMU Typ. R'
r�
O
1 x 2 p.t. furring
strips 24"o.c. Cement Panel Siding
with R4.1 Foil fastened with 1.5" long
insulation Ring Shank Nails 6"o.c.
into 2 x 4 PT furring 16"o.c.
1/2" d. . Fasten Furring with 1/4" dia. r--I
Tapcons 2 1/2" long 6" from
#S vert. rebar in ends and 12"o.c. v F"
grout filled cell Cover furring with House Wrap !`C� W �
See Floor Plan I� V) r� N
for Locations E p cC
Two Coat Smooth x O 00
Stucco over CBS U a Z
4" 3000# Fibermix Conc. #5 Vert. Rebar with
on .006 Vapor Bearier on 10" Hook and 30" 00
Clean, Compacted, Termite Lap. Tie to Vert.
Treated Fill Rebar In Cells
0.00' OL IF.F.E.
Grade
(2) #5
Rebar
Typical Wall Section
Wind Zones - Walls
Gross Wind Pressures
End
Wind
Trib.
Zones - PSF
Zone
Speed
Area
1
2
3
4
5
<10 s.f.
-55.7
-65.2
-65.2
+55.7
-60.5
+55.7
-74.6
20 s.f.
-52.8
-62.3
-62.3
+53.2
+53.2
163 mph
-57.9
-69.5
4 ft.
50 s.f.
49.1
-58.5
-58.5
+49.8
+49.8
Exp. C
-54.5
-62.9
100 s.f.
-46.2
-55.7
-55.7
+47.4
+47.4
-52.1
-57.9
Gross pressures are for windows, doors, framing,
roofing, and other building components and cladding.
Roof Zones: 1 thru 3
Wall Zones: 4 atld 5
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6/5/18 Plan Review
Comments
drawn
S.I.
checked
s.l.
date
9/8/17
scale
as noted
job number
17a23
sheet
A-3
Right Elevation
OTIORI r',Iz
scale, 1/8" a T-09
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9'-4n
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date
979/17
scale
as noted
job number
17029
sheet
A-4
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4' 2500#
II
Conc. Pad
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Foundation & Footing Plan
scale. V47 m 1'=0"
F-2 F-3
18" x 16"' mono. footing
18" x 16" mono. footing with (2) #51 rebar cont
with (2) 05 rebar Cont. and curb
EDGE FOOTING
8'
SI®pe 41
1_J
18"
CURB Fi007711t3
AT GARAGE
2'-5" 4"-6" 3'-4" 1'=8" 7-2" 1`-8 3'-2" 41-6" 2'-i" 1'-14" T-8" 1'-4" 3'-8" 3'-9"
10`-4" 10'-3" 10'4' 2'-10' j T-5"
4W 44'-0"
8'-01,
52'-0"
F-4
18 x 16' mono. footing
wlh (2) #5 rebar Cont.
4"
4"
8"
18"
STEP FOOTING
l
F-5 F-5
Recess 4" at Shower
3" 8" x 8" mono. footing
4" 4"
with (1) #5 rebar cunt
II
8° .
Typical 311
Stem Wall
tSHOIRVER THIDfCENEDI EDGE
SP.a
F-T
3" 6"o.c. ach ay\.#5
TYI
21_0"
Square
PAD FOOTING
F-9 F_01
conorete —
pier 18" x 16' mono. footing
with (2) #5 rebar cant.
Q0
�(2) #5 Rebar
Each Way
Square
E9
8 X:16 X &
C.M.U.. Stem
wall
#5 Vert. Rebar
in Grout Filled
Cell, See Plan
for Locations:
d'
4" 3000# FIBERMIX CONC.
OVER .006 VAPOR BARRIER
ON! CLEAN COMPACTED,
TERMITE fhEATED: FILL
to
20" x 12" 3000# Conc�
Footing with (2) #5 —
Rebar Cont.
Cast In Place cone..
Steps with 2500# mix
and #5 rebar 12"oc. -
each way
4"' STEM WALL, SEE
TYPICAL WALL
SECTION
12" f
181, .
F-1 Footing
scale. 3/4"' = l'-0"
GENERAL FOUNDATION NOTES
Concrete shall be+a minimum of 4' thick over clean, compacted,
termite treated fill and 6 mil polyethylene vapor barrier..
Concrete shall have at minimum compressive strength of not less
than 3,000 pal.
All 90% hooks are to be extended10" 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. 301 for #5 rebar
The foundation design assumes that: the soil) has a minimum)
load carrying capacity of 2000 pat
Im the event the Boll bearing capacity falls below 2000 p.af. This
foundation plarr may be superceded by Foundation Design Engineer.,
Satisfactory compaction test of fill does not verify, lower sole are
adequate.
All specifications and dimensions to be. verified) by contractor.
All exterior stabs *hall slope a minimum 1/8" per foot for drainage,
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 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 ps.i.
Fill shall be: laid In layers of 6". Each layer to be compacted to 95%
compaction.
If' the contractor encounters, while digging; the foundation, any
discrepancy to aug est the soil may be inadecuate„ he must
immediately report ft to the owner, and the Architect or Engineer
so as to order a soil boring test
Dowel Rod Repair Note
In the event vertical steel has beemomltted! from: the down
pour 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 "Hilts C-100n or
Simpson Epoxy -Tie..
10" __ _ Is Typ. Nosing
TYP•
,
F-8 �-- --
Garage FIFE
8" x 8" Footing -
with (1) #5 rebar
continuous
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STEM WALL, SEE
TYPICAL SECTION WALL
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scale
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job. number
17023
Sheet
A-5
(2) 2 x 8 p.t. ledger
fastened to stem wall
with 1/2" x 8" wedge -
bolts 24"oc. with 3'
washer
HUS28-2 Hanger
Beam to Ledger
(6) 16d to Ledger
(6) 16d to Beam
5V Root Panels
over 30# Felt on
5/8" c.d.x. plywood fastened
as per nailing schedule
Pre Engineered Wood 2 x 4 plate wi
Roof Trusses 24"o.c, wth SP4 with d
Shop Drawings by-\(6) 10d x 1 n
Others at each stud
12
Spray Foam
Insulation
19°-8°° Top Plate
18°-7 1/2" i) window Head
1/2"
(2) 2 x 10 header
with 1/2" plywood
flitch, Fasten with
16d 6"oc.
See Connector
Schedule
Solid blocking
between trusses
/ 5/4" x 6" between trusses
T at top cord
Drip Edge
on < '' p
ai �� Singlehung
-- 4 x 4 pt a+d Wand®w
set In cony Qt
---_- - — — Galvanized Flashing at
Wall / Roof intersedtions
2 x 4 plate
With SP4 with
(6) 10d x 1 1/2" (RaferS(5) 8d taoh
at each stud Rafter (5) 8d to
(2) 2 x 8 p.t. 2 x 8 pt joists HUS28-2 Hanger Plate
Typical 16"o.c. with LU28 2 x 8 p.t. Beam to Post 1/2" d.w.
joist hanger each Rim Joist (6) 16d to Post
end with (8) 10d to (6) 16d to Beam 36" tall Guardrail (2) 2 x 4 Plate
beam and (6) 10d Stewed 45 degree with Verticals 4"o.c. stwitud wiiih (6) 10P4 at d
1 1/2" to joists, Typ. max. Style & Material 1 1/2"
selected by owner Loft
Entry Floor Framing Plan
scale. 1/4" m 1'-®" 3/4" TAG plywood
Glued and Screwed
to Joists
3 Treads at 10" 3'-2" " CIO Spray Foam
Landing ° 2 x 10 Bridging Insulation 5/8" c.d.x, plywood fastened
9 at Mid Span to studs, as per nailing schedule. \O
2 x 10 Joists 2 x 4 Studs Cover with Tyvek House wrap
16 0.0. and cover with paper backed
16"o.c. wire lath and stucco
2 x 4 studs 16"o.c.
ei u n
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(1) 2 x 4 p.t. plate with
Beam to Post 1/2" d.w. HU210 Hanger --- SP4 at each stud with
HU210 dangger "
(2) MTA18 (8) Joists to LVL Joists to dger (6) 10d x 1 1/2
10d per strap (8) 16d to LVL (8) 16d to Ledger Fastenlatethe cone.
(4) 10d x 1 1/2" to joist (4) 10d x 1 1/2" to joist with x 5"Titan HD
�. 32"o.c. with 3" washer
(2) 2 x 10 p.t. ledger
Handrail at 36" above fastened to CBS
Tread with 1 1/2" Grip n n with 1/2" x 8'° wedge
I� (4) 1 3/4 x 11 7/8
Surface. Verticals under �- LVL Beam, See bolts 24"0.0. with 3
Handrail to be 4"oll c 6 x 6 p.t. Truss Shop Drawings washer
max. See Floor Plan Post, yp. See Lintel
for Locations n Schedule
CU
: � IVosir>g ST,—,9" On
2 x 12 Stringer Wood 2 x 6 joists 94
Three Places Treads 16"oaco
(1) at each side Foyer Entry
and (1) in center 5/4 x 6 p.t.
Decking with
Wood1/8" space betwn.
Riser o fasten with deck-
/ ABU66 post base (2) 2 x 8 p.t. ledger screws
with (1) 5/8" x 6
(2) 2 x a as °' fastened to stem wall
wedgge bolt to conc. with 1/2"" x 8 wedge (2) 2 x 8 p.t.
Ledger cc / (12) 16d to post vbvalsherts 4 o.c. with 3 beam beyond
I
7 Treads at 10"
5'-10" 3'-2"
F-7
Entry & Loft Section
scale: 3/4" ® 1'-®"
2 x 8 p.t. joists
16"o.c. with LU28
en'd with (8) 10d to
beam and (6) 10d
1 1/2" to joists, Typ.
5V Crimp (26 ga.) roofing
panels over 30# Felt
5/4" x 6" T&G fastened
to 2 x 8 p.t rafters 2400.0.
(1) H2.5A at each
Rafter (5) 8d to
Rafter (5) 8d to
12 Beam
(2)2x8p,t.to
Peir with One
HETA16 with
(10) 10d x 1 1/2"
Typical -\
12 x 12 CBS pier
with (1) #5 vert.
filled with grout
F-9
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(2) 2 x 10 Beam
(2) MTS12 with (14)
10d x 1 1/2" pper strap
Beam to Co9umn
2 •k-iZi7NI�".)
and (121 16d nails
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Rim Joist
9
4" 2500# cone.
pad under steps
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scale
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Job number
17023
$heat
A-6
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L— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — J
Roof & Loft Framing Plan
scale: 1/4" = 1'-0"
Suter a
In aft
shwr.
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 0.009 to be
set by a professional land surveyor to the reputed building
department elevation, but not less than 18" above the crown
of the road.
Plumbing contractor o provide a
water hammer & sh t off valve at
each fixture
Insulate all hot aier lines
Plumbing Riser I Diagram
n.ts
to septic
co. " system
1 x 2 pt 24"o.c.
see wall section
for Insulation type
gyp. d.w.
Grout filled CBS
cell with #5 vert.
Typical 2 x 4
stud bearing
wan
ax16xa
CBS Exterior
Wall
ends
Brng. Wall Attachment Detail
(2)2x4
TOPPL wTr
SP4 16c.c.
(6) 10d NAIL
(2) 2 x 12 HEADI
BOND TOGETHE
WITH 16d AT 6%
I w
' i � �• �s
Insulation
per Energy Code
1/2' d.w.
sealant under
sill plate -\
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STEM WALL, SEE I
TYPICAL WALL
SECTION
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pre engineered V
trusses 24"o.c. C �
>� Q 0)
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1/2" drywall V O
2 x 4 plate W 00
•vi ° ® 4I
1/2" gyp, d.w.
R11 batt insulation •� ¢ Lco
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Garage °
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\,2 x 4 blocking at
mid point of wall 72
♦ 4^•90
T2 x 4 studs 16"o.c. CD
`V
2 x 4 pt. plates�♦
= f
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n gilt 12"o.c. ``� W n
8� used hard coil / L
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2 ® 00
U 0
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1 x 2 pt. furring Q U
24"o.c. to CBS co co
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wood base
Garage FIFE \vNV
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(2) 2 x 4 plate
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with SP4 with
(6) 10d x 1 1/2"
W
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at each stud
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AT EVERY STUD
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(6) 10d NAILS
N
& SILL PLATE
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1/2" gyp. d.w.
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2 x 4 studs 16"o.c.
2 x 4 pt. plate
2 x 4 STUDS / with SP4 with
/ at) eacdh stud 2"
x 4 P.T.
'LATE
4, r 7
base
1/2" dia. wedge bolt
with 3" x 1/8 washer
7' embedment 24"o.c.
drawn
at
checked
aL
date
9/8/17
scale
as noted
job number
17023
sheet
A-7
�r.
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: 1 1/2" 1 1/2" 1 W"
Slab on Grade: 1 1/2" 1" _
Structural Poured: 3/4" 3/4" _
Poured Walls: _ _ 3/4'
Slabs exposed
to the weather 3/4" 1" _
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
separating 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 cutTent
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.
(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, traflsport/freight,
and all other cost related to the completion of this project., ilpless 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 omissions 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 mean 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"
dia. head 6"o.c. max. edges to be Ned 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.
GENERAL ROOFING NOTES
Roofing to be composed of and attached to pre manufactured
wood trusses as follows:
Felt underlayment (min. ASTM 0 226 Type ID 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 Y'10 . m field.
If roof pitch is <4/12 instal] (2) layers 15# felt.
If roof pitch is 4/12 or greater, install (1) layer 30# felt.
5/8" cAx. sbeathing or equal installed with staggeredjoints & GI clips,
nailed to trusses with 8d corrosion resistant annular 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 aFlorida 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.
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
SHEATHING NAILING NOTES
bailing 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 larger ring shank with
Min. shank diameter:.113
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
it=fft ble fastener from any manufacturer
Wood icier s meeting the same size requirement
may be used in lieu of nails without comment
Nailing Schedule
ROOF & FLOOR DIAGRAM
Use sheaa6ng with #8 gun nails at 6"o.c.
at supporter] panel edges and #8 gun
nails at 6"o.c. at intermediate supports.
ROOF SHEATHING TO GABLE END FRAME
Use#8 gun nails at4"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
THRESHOLD NOTE
At egress door (see floor plan) the max. hgth.
of the threshold shall be 1/2"
2" dia,
Pipe
Set bal L,
from apr
Galy. Cc
(4) 1/4" x 2 114
Tapcons
Ballard Detail
scale: 1" = F-0"
2:
24
STEP
Apply Horizontal Peel &
Stick ----
Flange
back f
Window Flange Secur
to wood framing as pe
manufacturers recome
dations
TYVEK Building Wi
at wood frame locatic
STEP 2
9pVertical Peel &
stickply Fashing. over
Flange. Extend flashing
iack-full width of fram
Ap
Fas
Extend flashing back
full width of framing
9'-4"
Frame Wall Window Flashing
scale: V = F-0"
cord bracing
(2) 16d at each
bottom cord of
wood trusses
at 24"o.c.�
10'-0"
Bottom Cord Lateral Bracing
G
6" C.M.U. WITH CELLS FILLED
i GROUT & (1) #5 VERT.
EL
P.T. 2 x 6 AT (3) SIDES OF
OPENING, FASTEN TO BLOCK
AS NOTED.
DOOR SIDES
1/2" x 6" REDHEADS WITH MIN.
2" x 1/8" WASHER 12" FROM ENDS
AND 24"o.c. MAX.
DOOR HEAD
1/4" x 2 3/4" TAPCONS STAGGERED
24"o.c.
e Door Buck Detail
cd
.4
94
rn
0.
U
2 x 4 cont. fasten
to top cord (2)16d
12"o.c.
Top Cord
of Truss
Pre Eng.
Truss --N
v
2 x 4
24"O.c.
CBS Rake Wall
See Detail
1/2" d.w
2x4PT
Cont.
1 x 4 p,E_/
Firestop
Two Course Perimeter -
Beam with (1) #5 Rebar
in each course, Filled
with Grout
1 x 2 p.t. furring
strips 24"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 —�
0.00' F.F.E.
'r
0
M
15# Felt under outlookers
Continuous along length and
with of beam
r (1) HETA12 (7) 10d x 1 1/2"
See Typ. Wall
Section
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
Cement Panel Siding
fastened with 1.5" long
Ring Shank Nails 6"o.c.
into 2 x 4 PT furring 16"o.c.
Fasten Furring with 1/4" dia.
Tapcons 2 1/2" long 6" from
ends and 12"o.c.
Cover furring with House Wrap
Galv. Flashing
Stucco over
CBS
8x16X8
CMU Typ.
Two Coat Smooth
Stucco over CBS
#5 Vert. Rebar with
10" Hook and 30"
Lap. Tie to Vert.
Rebar In Cells
Grade
(2) #5
Rebar
Gable Rake Wall Section
Chane in Bond Beam Elev.
v
CBS
Min. 1 1/4" embedment
o . at windows and min.
1 1/2" embedment at
e 4 a sl. gl. doors
a
n
1/2" drywall
stucco finish 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
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 DryLock Waterproofing
after they have been installed and Chaulked
Window & Door FlashinLy Detail at CBS Wall
Includes Buck Attachment Method
[rim
Typ.
Cast in place rak
beam with (1) #'
1 Cont. to undersid
See Truss truss bottom core
Layuui
Typical
Foundation
CBS Rake Wall Detail
e of
t5 Vert. Reinf.
n Grouted Cell
iee Floor Plan
or Locations
Top of Rake Wall
{ k to be 3 1/2" below
Top of Truss
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date revision
6/5/18 Plan Review
Comments
drawn
S.A.
checked
s.i.
date
918/17
scale
as noted
job number
17023
sheet
A-8
ELECTRICAL LEDGEND
\i
RECESSED LIGHT WITH Lee a EXTERioR & WET LOCATIONS
�-
SURFACE MOUNTED LIGHT FIXTURE
E--;}--�
SURFACE MOUNTED FLUOmeciENT LIGHT FIXTURE
UNDER CABINET FLUORESCENT FIXTURE ( INCH LIGHTS 1
LFJ
RECESSED INCANDEscEwruGHT FIXTURE WITH EXHAUST FAN
CEILING FAN WITH LKiHT ornON
CARBON MONOXIDE ®
DETECTOR
O
EXHAUST FAN OUTLET SMOKE
SENSOR
THERMOSTAT ONTICIN SWITCH
= $
pppq
DUPLEX OUTLET - SWITCHED tJ DOOR CHIMES
=0
DUPLEX OUTLET
SMOKE DETECTOR
r9
220 V OUTLET
-0
SWITCH -F+ TELEVISION
-S
THREE WAY SWITCH -d TELEPHONE
ihp
DIMMER SWITCH M PUSH BUTTON
NOTE: RECEPTACLES IN KITCHEN & BATH AREAS TO BE 46' AFF.
ALL MV SINGLE PHASE 15 & 20 AMP BRANCH cincurrS SUPPLYING
OUTLETS THAT ARE NOT GFCI MUST BE APOL
TAMPER PROOF RECEPTISALES MUST BE INSTALLED IN 120 VOLT, SINGLE
PHASE 15
& 20 AMP BRANCH CIRCCAT6
OWNER TO CORRDINATE LOCATIONS OF TELEPHONES AND TELEVISIONS
IN FIELD WITH CONTRACTOR
Smoke detectors wired to 120V Bathroom lights
Non Switchable, Non GFI
Electrical contractor to veriffyy all equipment loads prior to
start of construction Electrical contractor to recalculate
electrical schedule if loads are to be modified
Electrical Notes
1. All loads to be checked by a Florida Licensed Electrician
2. All work to meet the National Electrical Code
3. Calculations and panels below are for sizing conduit and overall
building bad requirements only
4. All conductors to be copper, all Insulation to be THHN. Conduit as
follows: PVC below ground, RIggld from underground to service box
for exterior lights on building; AC, MC, or EMT conduit elsewhere.
5. Ensure min 36" clear between equipment and disconnects, Typical.
Water
Electric for
Septic system �C�rm"
Equipment
Fan & Light
3' vent
® d rm" 3 to soffit
®Fan & Light
aw
Fan & Light
Light Porch
/ Light G orch ,
I /
/ f I
i I
/
/ gfi I wp
//iJ 9r r---------� t 1 tl _ I 9tl
1`f
®
O `J\
3" vent
to soffit
fi
t
Fan & Light II
3' vent
to soffit
"-ra! - -
Grew Room
I I
I Kitchen 1 �,
sw
--—--------------------------
/j C\ o lights
on Znd
level
I I�I�� I
U o
8W
I 1
1 —T—T—
I I I
I I I I
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�1
Electrical Load Calculations
2340 Living S,F. at 3 VA
7020 watts
One 20 Amp Appliance
Cktd.
1500 watts
Two Laundry Cir.
o 1500 watts
3000 watts
One Range
8000 watts
One Dishwasher & One Disposal ® 1500 watts each
3000 watts
One Microwave ® 2000 watts
2000 watts
One Dryer o 5 kw
5000 watts
One Ref. o 1500 watts
1500 watts
Three Baths a 1500 watts each
4500 watts
One Sprinkler Pump
1800 watts
One Well Pump
1800 watts
Water Softner
1800 watts
Septic
2000 watts
Total 42,920 watts
First 10 KVA at 100%
10,000 watts
Remainder at 40%
13,168 watts
Total
23,168 watts
One AC Heat at 100%
10,000 watts
Total
33,168 watts
33.168 W / 240 V o 1382 Amps
Use 225,A Service
0
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{t1pc. in
attic
I
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\ \ 1
I
Master Bdrm. g
i
❑ — ❑ ❑
(3) #4/0 (THW) copper
and (1) #2 round (THW)
copper in 2 galy. conduit
(3) #4!0 (THW) copper
and (1) #2 round (THW) Wall F.P.L. service
copper in 2 galy. conduit
��yy (if overhead
try service)
Panel: 225 Aircuit I
225 Amp
10, 3W 40 Circuit panel M
120/240 Volt
disc., I ( I (3) #4/0 (THW) copper
1Y'hJ and (1) #2 aW)
copper in 2round (TH
galy. conduit
5/8" dia. x 10'-0" F.P.L. service
long ground rod 3/4" copper (if underground
water pipe service)
I
I
I � —
1
77
tie ground wire
to footing rebars
Electrical Miser ®laaram
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date
9/8/17
scale
as noted
job number
17023
sheet
A-9
TRUSS SYSTEMS
PRODUCTS
*WARNING*
THIS IS A PLACEMENT PLAN FOR ENGINEERED
-BRACING:
-SEE FINAL ENGINEERING SHEETS FOR THE
-BACK CHARGES WILL NOT BE ACCEPTED UNLESS OUR
COMPONENTS AS DEFINED BY WTCA 1 - 1995.
1) FOR THE ERECTION BRACING FOLLOW
STRUCTURAL DATA, NUMBER OF GIRDER AND TRUSS
DE SIGN DEPARTMENT APPROVES THEM IN ADVANCE
LL BEARING POINTS MIST BE
DIAPHRAMS HAVE NOT BEEN ANALYZED BY
INSTRUCTIONS ON THE BCSI-Bi SUMMARY SHEETS
PLIES AND THE CONNECTION INFORMATION.
-AL-L HANGERS ARE SIMPSON STRONG -TIE UNLESS
INSTALLED PRIOR TO IN;TALLING
EAST COAST TRUSS.
2) PERMANENT BRACING FOR THE STRUCTURE IS HE
-OUR DESIGN DEPARTMENT MUST APPROVE
OTHERWISE NOTED. INSTALL HANGERS ACCORDING
=FOR ERECTION AND INSTALLATION OF TRUSSES
RESPONSIBILITY OF OTHERS.
ALTERATIONS AND/OR REPAIRS TO TRUSSES IN
TO THE CURRENT SIMPSON STRONG -TIE CATALOG
NY TRUSSES! FAILURE TO D SO MAY RESULT
FOLLOW INSTRUCTIONS ON THE BCSI-B1 SUMMARY
3) INSTALL WEB BRACING AS STATED ON SEALED
ADVANCE.
IN DAMAGED TRUSSES AND WILL VCD ALL WARANTIES.
SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS
ENGINEERING TRUSS DRAWINGS.
FLAT CLG
RELATIVE TO BRG
�R
19'-8" BEARING
Wo
Indicates Left End Of Truss
On Lavout & End neer i no She
1X; TYPICAL 3/12
OVERHANG DETAIL
TYPICAL 8/12
OVERHANG
DETAIL
EAST COAST TRUSS
5285 Sr. LUCIE BLVD. FT. PIERCE, FL 349646
OFFICE:(772)466-2480 FAX:(772966-5336
USTOMER:Ann Laberge
)B NAME: Ann Laberge
DDRESS:Refuge Lane
ITY/COUNTY:Port St Lucie
JOB # J33917
MODEL:Custom
SO FT 3188
DATE 05/26/17
(LATEST=03/22/2018
61O16SJ1.003 (3) (1), EAST COAST TRUSS u tl¢
"Truss Design Engineer"
Trusses ere designed in accordance with the
Florida Building Code
NOTE:
By approving this placement plan(s), signatured
anywhere on this sheet, the customer or his
representitive acknowledges that this placement plan
complies with the structural intent of the project.
The customer also acknowledges that this approval
authorizes EAST COAST TRUSS to manufacture these
trusses and deliver them to the project indicated on this
drawing.
The customer also acknowledges that he/she accepts
financial responsibility for any repair, engineering, and
labor required due to errors other than those of EAST
COAST TRUSS.
Signed: Date:
ODE = FBC 2017 TPI 2014 ASCE 7-10
ESIGN CRITERIA =MWFRS
CCUPANCY CATEGORY=11
XPOSURE = C
WF SPEED =170
UILDING TYPE =ENCLOSED
EAN HEIGHT: 20.00
M
FLOOR: OUR FACTOR=1.0
PSF=TCLL-TCDL-BCLL-BCDL
40.0,10.0,0.0,5.0
ROOF: OUR FACTOR= 1.25
PSF=TCLL-TCDL-BCLL-BCDL
20.0,10.050.0,10.0
LOADS PER FBC & FRC
'NON -CONCURRENT BC LL 10psf
CONCURRENT BC STORAGE LL 20 psf
DEFINITIONS
MWF = MAIN WIND FORCE
C&C = COMPONENTS AND CLADDING
TOB = TOP OF BEARING
TC = TOP CHORD
BC = BOTTOM CHORD
LL = LIVE LOAD
DL = DEAD LOAD
psf = POUNDS PER SQUARE FOOT
# =POUNDS
UNLESS SHOWN ON ENGINEERED TRUSS
DRAWING.
ALL GIRDER/COLUMN LOADS MUST
BY-PASS FLOOR TRUSS UNLESS SHOWN
ON ENGINEERED TRUSS DRAWING.
RECOMMENDED ON FLOOR TRUSSES
SPANNING 20'-0" OR MORE
UST BE SET WITH A SPREADER BAR. THE
'READER BAR SHOULD BE AT LEAST 1/2
IN LENGTH AS THE SPAN OF THE TRUSS
ING SET.
EFER TO BCI-B1 FOR COMPLETE
RECTION AND SAFETY PROCEDURES.
"iA��
SUPPORT ANY PLANT SHELVES
1- 8/15/17 Flipped the building Ift to rt
2- 8/22/17 Revised LVL beam to 4ply 11 7/8" by
21'-4 1/2" long. (22'-0" nominal)
4-
6-
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TRUSS PLACEMENT PLAN (1/4" if plotted 24x36) . Designed By: BH
a;@
to
U
well
Pump
Irrigation
Pump
L-1
25 s.h.
Egress
76-0"
24'-0" to
52'-0"
6-3" it 6-3"
28'-0" 24'-O"
/
10'-a "
18'-0"
11'-0"
13'-0"
5'-6" _
4'-6"
a
I
L 1
25 s.h. 25
Egress
s.h.
11'- " i 12 ❑
25 s.h.
❑
HB Safety
�-�
Glass
Bdrm. 2 Bdrm. 3
o
okd
!11
o
77
G ❑ L-3
`1 ® 0' 4" Cing.
w Porch
o cl � �� Conc. Coa
-` 3080 ( �7 Floor to
0-4 Cing
from F.F.E.to
e o
Tcbasr�
�7a
French 34
�r
6'-8" 2'-2" '-4" 2'- 2° 2" L-4 FIR `S
Wood Cing.
3'-
" 2'-4' '-10"
5'-6"
1'- " 7'-8"
o
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Tco
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- e
2080
O
5fl80 �'d' 4® 5080 d.w. co
o O o co,
o
LL CO)
g _4"
sea Cing.
--- �
1 22.5 x 36
Attic Acc.
9'
0 0 o a o o
N C 1
L-5
_
LYIYGI ® d ` W. d•
2h 1 60 Exh @toot
y
I�!►�Ql+�
Bench
g-4'
❑
t
- ^ Load
I�ot� h�
/�
2880
Lacs
N: �mg
J a
Sloped Ceilin Id
ire t®®m
Pock
a
2880 t��D�z�
Sloped Ceiling
Ref.
water
I
t
2880 `r'
a
vine
o
p
o
0
2"-3"
51-101, 3r-2"
'-10" 5'-6"
1'-4"
I I
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Off ic00 e
4x4p.
Column
1'-61° 4"-4"
0
Column t
O
'- 9'-4" Cing.
i(v 2 x 12
ster rm.
3080
French
e
�
L-3
288®\\® (a)Ipy
J p.t
x 4
studs
Limits of Flat Cing.
Pad out clmn
flush to LVL®80
9C1n
'-4" .
g
❑
—____—__-----______
.-.—.---•----..-...- .-. -. F
LVL Beam
❑
-.—
(3) Risers
UP
O -Wall
Ballard Energy Code s to
I I
I I
Handrailras
Garage
�[ ®
50$Q
.
u ll
Guardils&
Wood Deck
C ing'
I I
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----�--r—r—
I I I I
o ������
C4+
�
I I I I
I I I I
ICE
I 1
❑
from F.F.E.
25
s
t L-1
3080 Dr.
L-� 25
L-1 L-5
(2) 25
-+
(2) 14 Temp,
Sidelites
s.h.
Entry
6 x 6 p.t. clmn.
s.h.
Sloped
wrap with 1 x
Ceiling
cedar
(2) 2 x 10 Beam
p
22-8°
Wood Deck
Wrap with 1 x I
Cedar
Wood Cing.
------------
------
------
----- -^-----
------------ -----------
------------------------
------------ ----1
I I
---___---
1.J
----
-----------------------
------------ -
-------- —j--�
i
16080 overhead
0
0
o
a
a
aEll
a
I
-----------------<
5'
2"
5'-2°'
5'-2"
5"-2"
5'-2'°
6-2"
5'-2"
2'-10"
I
10'-4"
10'-4"
10'-4"
8'-®„
5'-("
7-5"
1
44'-0"
8'-0"
16-0'
4'-0"
24'-(r
1
52'-0"
T
F o o r Ran
ti
Area Tabulation
L'Ivjng:
2,340
s,f.
Garage:
490
s.f.
Porch:
219
s.f.
Entry:
544
s.f.
Loft.
250
s,f.
Tota0: 3,343 s.f
L-1
23
s.h.
Project Data
Design Loads
Cj
Project Name: Laberge residence
Root Live Load: 30.0 p.s.ff.
Street Address: Lot 2, Eden's Refuge
Floor Live Load: 40.0 p.s.f.
cc
�
City: Port St. Lucie
Wind Speed: 162 MPH
CL
CC
ce)
County: St. Lucie
Wind Importance Factor: 1.0
W
State: Florida
Building Category: 11
Wind Exposure: C
�►'■
d
LO
Internal Pressure Coefficent: .18
U
5
Scope of Worm ,
Structure Designed: (Enclosed
—4
Soil bearing capacity: 2000 p.s.f.
W
cc
New one level CBS
Guardrails & Flandralls: 200 lb. Point Loading
._
p
Singe Family residence with loft
Guardrail In Fill Components: 50 lbs. PLF
CO
Building Data
a
Tq
V
BUiding Code
Occupancy Type: Group R
.CO)
F-
LL
—
Construction Type: V
Z
5th Edition Florida Building Code: Residential
CU
W
0
2011 National Electric Code NFPA 70
._
0
�
0
J
co
3:
Flame Spread Index & Smoke Developed Index
W
CO
/�
Insulation Flame Spread:
Not to exceed 25
Snsulation Smoke Developed Index: Not to exceed 450
Wall Finishes' Not greater than 200
Ceiling Finishes: Not greater than 200
Climatic & Geographic Design Criteria
N
Weathering: Negligible Termite Area: Very Heavy
Safe Load Table Notes
1. At values based on minimum 4' nominal bearing,
Exception: Safe loads for unfilled U lintels must
be reduced by 20% if bearing length is lass than
6 112..
=U 2 NA = Not Rated
r
rp) 3. Safe loads are superimposed allowable loads
A One #7 rebar may be subalituted 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 ACI 530.
IR lctllm M 4R�01 "
r-rA,a pow ter,
In
le U16-1B/IT
40,
`av .stunt J nlxr mm J
Lintel Type Designation
Cast Crete Lintel Schedule
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 masorvy Walls shall have a coating of stucco
applied in accorrtldance with ASTM C-926 or other
approved coating.
S. Concrete masonry units used in composite U lintel shall
be laid in a running bond.
6. Shore composite finials 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 Reber 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
All Rehar to he #5 Grade Rn min.
MARK
LENGTH OF
LINTEL
ALLOWABLE
GRAVDY LOAD
APPLIED
GRAVITY LOAD
ALLOWABLE
UPLIFT LOAD
APPLIED
UPLIFT LOAD
BEAM SPECS
L-1
4'-6'
6113
826
2724
934
8MABAT
L-2
4'-8'
9311
722
4594
605
8RF35-16/1T
L3
4'-8'
4567
712
1960
489
8RF14-1B/1T
L-4
5'-10"
4360
949
2093
1331
8F16-1BAT
L-5
7-8'
1568
1054
1135
925
8RF14-16/2T
L-6
T-8'
1843
794
1133
782
8F16-1B/1T
L-7
T-2'
2469
1013
1462
835
8RF14-1B/2T
L-8
7-4'
2047
550
872
150
8F38-1B/1T
L-9
5'-1(Y
4360
550
2093
150
8F16-1B/1T
Mim. Beam depths shown, beams may be increased without comment
At Lintels larger than 24" provide (1) #4 vertical rebar
at 24"o.c. along length of lintel
comer bars at
(outsida only)
bars at footing
van dowel lapped with
wall reinforcing, all
laps 2.7 (min) in grout
filled Cdl
all comer bars to be the
same size, number, and
spacing as horizontlal bars
in footing, beams, and walls
Corner Reinforcing Detail
n�
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aL
checked
st
date
9/8/17
scale
as noted
job number
17023
sheet
A-1
r
Connector Schedule
Truss
BearM
Truss
Connector
Qnty.
Connector
Fasteners
Paint
Uplift
ID
Uplift
12
642
MTS18
1
1000
(14)10d X 1 1/7
A01
19
375
HETA20
1
1810
(9) 10d x i 1/2'
ffi
444
HETA20
1
1810
(9)10d x 11/2'
17
1624
HETA20
1
1810
(9)10d x 11/2'
A02
it
635
MTS18
1
1 1000
(14) 10d x 11/2"
16
1331
HETA20
1
1810
(9)10d x 1112'
A03
10
789
MTS18
1
1000
(14)10d x 11/2'
16
477
HETA20
1
1810
(9)10d x 11/2'
A04
.p
798
MTS18
1
1000
(14)10d x 1 11T
17
1017
HETA20
1
ism
(9)1od X 1112•
CO3G
12
1637
MTS18
2
2000
(14) 10d x 1 1/7 per strap
16
610
HETA20
1
1810
(9) 10d x 1 1/2'
C04G
11
2127
HTS20
2
2900
(20)10d per strap
All other
trusses
ALL
<1000
MTS18
1
1000
(14) 10d x 11/2"
to Frame
All other
trusses
ALL
<1810
HETA20
1
1810
(9) 10d x 11/2"
to CBS
Valle
F
VTCR
1
370#Ta�
E0d<250#
11/2"
Connect)r Schedule Developed from the Truss Placement
Plan and Engineering from East Coast Truss
Job Nunber J33917 Dated 5/26/17
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 specs.
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 HlD-9.
Other specs, if different from above, have priority.
Drill
and (Epoxy
Set all
A.T.R.
Use
either "Hilti"
C-100
or Simpson (Epoxy Tie Epoxy
2 x 4 blocking at 4'-0"o.c.
starting from ridge between (2)
both top and bottom cords
for two truss spaces from
gable and
See truss shop
drawings
2 x 4 diagonal "x"
bracing at 8'-o"o.c.
starting from ridge
with (3) 12d each
end
trusses 2480.c.
see layout
Continuous 2 x 4 Lateral
bracing at 1/3 points of
span. Nail with (2) 16d
each truss btm. cord
Continuous 2 x 4 bracing
fastened to beam with
5/8" x 6" wedge bolts
with 1/8" x 2" washer 24"o.c.
Gaiv. drip edge
6' min. 4" lap
1x3p.t.over 2x6
Paint Grade Fascia
Gable end truss
by truss mfgr.
19/32" cd.x plywood
siding with 8d nails 4"o.c.
2x I: web stiffener
as required by the
truss mfgr.
"Simpson' HETA16 truss
to bond beam with (14)
10d x 11/2'
located at each truss
vertical
Concrete Bond
Beam
scale. 1/4" _ I'-0"
9 A'-n" 911-n" T-TAIL
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SI
date
9/s/17
scale
as noted
job number
n023
sneer
A-2