HomeMy WebLinkAboutApproved PlansProvide 26 gauge Galvalume
corrosion resistant Ridge Anchor
at all ridges. Fasten with 1 1/2"
Neoprene Washer Screws 16"o.c.
or approved roof nail 6"oc.
CONTRACTOR TO VERIFY
ROOF PITCH, HEEL HGHT.
AND OVERHANG LENGTH.
EXTERIOR FINISHES AND
MATERIALS TO BE VERIFIED
BY THE CONTRACTOR THAT
THEY MATCH THE EXISTING
RESIDENCE
Ir ,
12
a 5 See Connector
FSChedule
Two Course Perimeter-/
Beam with (1) #5 Rebar
in each course, Filled
with Grout
luau:, • s . -� .
ow,F.F.E_
"st
(2) #5
Rebar
Stucco Soffit with
2'-c" 8' x 16" vents 8'-0"o.c.
See Stucco Soffit Note
b
m
Light Textured
Stucco Finish
#5 Vert. Rebar with
10" Hook and 30"
Lap. Tie to Vert.
Rebar In Cells
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L-1 24
s.h.
L_1 24
s h.
DIEU
Project Data
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8"
I 34'-8"
8"
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Limits of Slope Cing_ J
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Ceiling I I Ceiling
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Garage
3080
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Ceiling
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100110 Overhead 100120 Overhead 100110 Overhead
io Grade T-8" 10'-0" T-4" 19-0"
Floor & EDeCtrlcaB IF-11an
scale: 1/4" = r-O"
1°I 19-0"
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ELECTRIICAL. LEDQEND
i SURFACE MOUNTED LIGHT FUCTURE
F--1i --i SURFACE MOUNTED FLUORESCENT LIGHT FDcruFt:
DUPLEX OUTLET -} SWITCH
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Climatic & Geographic Design Criteria
Weathering: Negligible Termite Area: Very Heavy
Flame Spread Index & Smoke Developed Index
Safe Load Table Notes
Installation Notes
1. All values based on minimum 4" nominal bearing.
1. Installation of U lintels must comply with architectural
Exception: Safe loads for unfilled U lintels must
and/or structural drawings.
be reduced by 20% if bearing length is less than
6 1/2".
2. U lintels can be field cut to the required length.
2. N.R. = Not Rated
3. Cast in place concrete may be provided in composite
U lintel In lieu of concrete masonry units.
3. Safe loads are superimposed allowable loads.
4. The exterior surface of U lintels installed in exterior
4. One #7 rebar may be substituted for two #5
concrete masonry walls shall have a coating of stucco
rebar in 8 inch U lintels only.
applied in accordance with ASTM C-926 or other
approved coating.
5. All safe loads in units of pounds per tinier foot.
5. Concrete masonry units used in composite U lintel shall
6. All safe loads are based on simply supported span.
be laid in a running bond.
7. Safe load ratings based on rational design analysis
6. Shore composite lintels as required.
per ACI 318 and ACI 530.
7. U lintels are manufactured with a 5 1/2" long notch at
both ends to accomodate vertical cell reinforcing and
.g ,amr at
grout.
8F16-1B/1�
�fa
rebar at bo nOMrel�
— a arm m"Ity h-I
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Lintel Type Designation
Cast Crete Lintel Schedule
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
All Rebar to be #5 Grade 60 min.
MARK
LENGTH OF ALLOWABLE
LINTEL GRAVITY LOAD
APPLIED
GRAVITY LOAD
ALLOWABLE
UPLIFT LOAD
APPLIED
UPLIFT LOAD
BEAM SPECS.
L-1
4'-6"
11809
842
5861
711
8F60-1B/1T
L-2
4'-8"
9311
215
4594
219
8RF58-1B/1T
L-3
11'-4"
2423
1278
1738
1211
8F24-1B/2T
L-4
11'-4"
4006
1 215
1 1749
1 219
1 BF36-1BAT
Mim. Beam depths shown, beams may be increased without comment
At Lintels over 24" deep provide (1) #4 vertical rebar
at 24"o.c. along length of lintel
(3) #4/0 AL in 2" PVC Wall
Panel: 150 Amp 1150 Amp �I O
10 3W 40 Circuit Panel Ij t��l"jl M
120/240 Volt
Electrical Load Calculations
One 30 Amp R.V. Feed 7,200 watts
Three Garage Door Openers 3,300 watts
One 20 Amp Lighting Feed 1,920 watts
(3) Recepticals 180OW each 5400 watts (2) 8'-0" 5/8"
-/
Total 18,120 watts Grnd. Rods #4_
18,120 W / 240 V = 75.5 Amps
Use 150A Service
ALL 120V SINGLE PHASE 16 & 20 AMP BRANCH CIRCUITS SUPPLYING
OUTLETS THAT ARE NOT GFCI MUST BE AFCL
TAMPER PROOF RECEPTICALES MUST BE INSTALLED IN 120 VOLT, SINGLE
PHASE 15 & 20 AMP BRANCH CIRCUITS
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ST. LUCK �7CQUNTY Pi J TTiG DIVISI N Q
REVIEWED FOR L' CE !
REVIEWED B of
DATE �� PLANS AIW EJLMIT MUST BE KEPT ON JOB
OR NO INSPECTION WILL BE hIADE.
date revision
(3) #4/0 AL in 2" PI PLANS AND ALL PROPOSED Wo
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECESSARY IN ORDER To
COMPLY WITH ALL APPLICABLE CODES.
to F.P.L. service
ALL MANUFIt(,'7URE91.AUu`sB t71F40WTNG
U FACTORS AND %*C COMPLIANCE
Electrical Riser Diagram WrrHNALLD DOORS
DMUST
REMAIN ON ALL WINDOWS
UNnL INSPECTIONS ARE APPROVED
Electrical contractor to verify all equipment loads prior to
start of construction. Electrical contractor to recalculate
electrical schedule if loads are to be modified
CONCEALED FASTENERS OR ATTACHMENTS
ARE THE RESPONSIBILITY OF THE
CONTRACTOR OF RECORD
drawn
&I.
checked
sl.
date
10/20/17
scale
as noted
job number
17080
sheet
A-1
File Copy
0.00' A.
13'-0" - —
scale: 1/4" e T-0"
0.0a - — -
PRODUCT APPROVAL
Approval
Number
Product
Model Number
Manufacturer
Glass
Type
Attachment Method
Building Rated
Product Rated
Design Pressures
Design Pressures
Head: 18" max from top corners. Jambs: 17.5" from top
FL# 239A
S.H. Windows
700
PGT Ind.
Impact
15" max. from bottom comers and 6" max below meeting
rail. Use 1/4" Tapoon with 1 1/4" min. embedment into
+44.0 -47.9
+/- 80.0
concrete
6" from corners & 14"o.c. at Jambs & Head. Use 1/4"
FL#: 5891.1
Swing Doors
Fiberglass
Therma Tru
NA
Tapccps with 1 1/4" embedment into concrete.
+44.0 -47.9
+/- 67.0
Min. 2edge distance.
FL#: 15371.1
Garage Door
Model 824/811
DAB Door Co.
N.A.
Jamb Bracket Angle (3) total 5116" x 1 5/8" lag screws. (7) total
+36.0 -44.0
+36.0 -44.0
Bracket 8'-0' height (1) 5/16" x 1 5/8" lag screws per bracket.
Approval
Number
Product
Model Number
Manufacturer
Attachment Method
Building Rated
Product Rated
Design Pressures
Design Pressures
FL#: 3505.1
Roofing
Hacienda
Hanson
(2) Corrosion resistant screws to penetrate plywood 3/4". #8 course
tread mirt
+34.4
42.1
scale: 1/4" ® T-0"
scale: 1/4" a T-0"
Right Bevation
scale. 1/4" m T-0"
+34.4
-42.1
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scale
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lob number
17080
sheet
A-2
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File CopY
Concrete shaii 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 horizonitaliy if required to
achieve minimum coverages.
Reber 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.sf.
In the event the soil bearing capacity falls below 2000 p.sf. This
foundation plan may be superceded 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
Roof Framing Plan
scale: 1/4" m T-0"
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 p.s.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 suggest the soil may be Inadecuate, he must
immediately report it to the owner and the Architect or Engineer
so as to order a soil boring test.
In the event vertical steel has been omitted 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 epoxy to
anchor the #5 rebar in place. Use either "Hilti 0-100" or
Simpson Epoxy -Tie.
2 x 4 bottom corn bracinn
10'-0"
Bottom Cord Lateral Bracing
F-1
18" x 16" mono. footing
with (2) #5 rebar cont.
and curb
8"
4" to 6"
4„ ----
16„
18"
CURB FOOTING
AT GARAGE
c
5'-9"
4'-2" 2'-5" 5'-8"
d
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4" 3000# FIBERMIX CONC.
OVER .006 VAPOR BARRIER
ON CLEAN, COMPACTED, I
TERMITE TREATED FILL
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Connector Schedule
Truss
Bearing
Truss
Connector
Qnty'
Connector
Fasteners
Point
Uplift
ID
Uplift
A08G
20
1211
HETA16
1
1810#
(9) 10d x 1 1/2"
2 Ply
13
1113
HETA16
1
1810#
(9) 10d x 1 1/2"
(1) 5/8" die. ATR with 12" min.
A04G
12
2541
MGT
1
3965#
embedment, drill & epoxy and
2 Ply
(22) 10d to Girder
21
991
HETA16
1
1810#
(9) 10d x 1 1/2°
B03G
8
291
MT818
1
1000#
(14) 10d x 1 1/2"
1 Ply
5
290
MT818
1
1000#
(14) 10d x 1 1/2"
B01G
1
1284
MTS18
2
2000#
(14) 10d x 1 1/2" per strap
2 Ply
7
1284
MTS18
2
2000#
(14) 10d x 1 1/2" per strap
All other
trusses
ALL
<1000
MT818
1
1000#
(14) 10d x 1 1/2'
to Frame
All other
trusses
ALL
<1810
HETA20
1
1810#
(9) 10d x 1 1/2"
to CBS
Valley
g
Framng
(4) 10d
Trusses
8250#
VTCR
1
370#
Tanis
(3) 10d x 1 1/2"
Connector Schedule Dev-laic: r from the Truss Placement
Plan ♦i Engineering from ast •.
Job Number J34712 Dated 10/17/17
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 appprove temporary bracing to prevent toppling
of trusses, see T11B-9.
Other specs, if different from above, have priority.
Drill and Epoxy Set all AT.R.
Use either "Hilti" C-100 or Simpson Epoxy pwj
Provide Two Studs under Joint 16 of A10G
[am
1'-4" 1
Foundation & Footing Plan
scale: 1/4" a T-0"
See Civil Drawings
for Concrete Driveway
Layout
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date
10/20/17
acme
as noted
job number
17080
sheet
A-3
File -Copy
4'
Wind Zones - Walls
Gross Wind Pressures
End
Wind
Trib:
Zones- PSF
1
2
3
4
5
Zone
Speed
Area
+40.5
+40.5
d10 s.f.
-37.0
-64.5
-95.4
-43.9
-54.0
20 s.f.
-36.0
-59.3
-89.2
-42.1
-421
-50.5
-50.5
4 ft.
150 mph
+36.2
+36.2
-
50 sf.
-34.6
-52.5
-81.0
39.7
-45.7
100 s.f.
-33.6
-47.3
-74.8
+34.4
+34.4
37.8
-42.1
500 s.f.
+30.2
+30.2
-33.6
-33.6
Gross pressures are for windows, doors, framing,
roofing, and other building components and cladding.
Roof Zones: 1 thru 3
Wall Zones: 4 and 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 midspan. Hook
discontinuous ends of all top bars. Reinforcing steel shall have
a minimum of 1" concrete cover, or as follows.
• ■ � tZ�I=��T
Beams: 11/2" 11/2" 11/2'
Slab on Grade: 11/2" 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 current
American Concrete Institute (ACO. and the American Institute of Steel
Construction (AISC), The Florida Building Code and all applicable
local codes.
Structural Concrete shall attain a minimum ultimate compressive strength
(Fc') 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, 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 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 St. Lucie County Building Department
and the building permit has been issued.
EXTERIOR CEILING & SOFFIT NOTE
7/8" Stucco finish over 3/8' high ribbed galy. 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"oc.
Install one layer of 15# felt to framing prior to installing ribbed lath
GENERAL. ROOFING NOTES
Roofing to be composed of and attached to pre manufactured
wood trusses as follows:
Felt underlayment (min. ASTM 0 226 Type II) with 4" min. side and
end laps, fasten with corrosion resistant annular ring shank nails
at 6"o.c. in laps and in staggered rows spaced 12"oc. in field.
If roof pitch is < 4/12 install (2) layers 15# felt.
If roof pitch is 4/12 or greater, install (1) layer 30# felt.
5/8" c.d.x. sheathing or equal installed with staggered joints & GI clips,
nailed to trusses with 8d corrosion resistant annular ring shank nails
spaced max. 6"oc. throughout, except max 40oc. 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 an 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 date.
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"oc. MAX.
AT WINDOWS USE P.T. PINE OR SPRUCE AND ATTACH
BUCKS TO BLOCK WITH 8d CASED HARD COIL NAILS
OR "r NAILS" 4" FROM ENDS AND 12"o.c.
USE WOOD SHIMS MINIMUM DURING DOOR INSTALLATION
SHEATHING NAILING NOTES
Nailing Pattern
Zone 1: 8d at 6"o.c. field & 4"o.c. edges
Zone 2: 8d at 4"oc. edges & field
Zone 3: 8d at 4"oc. 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
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
Nailing Schedule
ROOF DIAGRAM
Use sheathing with #8 gun nails at 6"oc.
at supported panel edges and #8 gun
nails at 6"o.c. at intermediate supports.
8' x 16" C.M.U. WITH CELLS FILLED
WITH GROUT & (1) #5 VERT.
q DOWEL
�..
P.T. 2 x 6 AT (3) SIDES OF
OPENING, FASTEN TO BLOCK
AS NOTED.
I
DOOR SIDES
5/8" x 6" REDHEADS WITH MIN.
1
2" x 1/8" WASHER 12" FROM ENDS
AND 24"oc. MAX
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DOOR HEAD
1/4" x 2 3/4" TAPCONS STAGGERED
24'o.c.
Gee
®®®r
Buck
®etas
corner bars at beam
(outside only) (2) corner
bars at footing (min)
vert. dowel lapped with
wall reinforcing, all
laps 25' (min.) in grout
filled cell
sssssss= ---
all corner bars to be the
same size, number, and
spacing as horizontial bars
in footing, beams, and walls
3/8" continuous bead of
caulk (back bedding) behind -
buck to prevent liquid passage
0 y Min. 1 1/4" embedment
at Windows and min.
o � ® a aY.4
1 1/2" embedment at
®�
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- c
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COO 4. 16
'0� i �1/2" drywall
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stucco finish
perimeter cau$
.- •
1/4" max. struct. shim
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1
Window & Door Flashii
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
corrosive resistant
Tapcon concrete
srews installed as
specified in window
manufacturers product
approval
Gunable sealants shall comply with
ASTM C 920 Class 25 grade or ° ° a
greater for proper joint expansion
and contraction
precast
conc. sill
Typical Precast Conc. Sill Detail
90 DEGREE HOOKS
OVERLAP 25" MIN. -
z
�L.
1
•
.r
c1;
JL
W
Ix CO
drawn
s.t
checked
a].
date
10/20/17
scale
as noted
job number
17080
sheet
A-4
File Copy
".._.