HomeMy WebLinkAboutPLANSI
ZONES: # HORZ. LENGTH PITCH
A1= 14'-0" 4/12
2= 149-099 4/12
3— 28 —0 Flat
BEARING LOC SIZE
279— ^99 ^ 9)
4 9 ly.�lyQ� 9 9
2
3
TRUSS ID: A
SPAN : 28'-0"
OVERHANG LEFT: 19_099
HEEL_ LEFT: 3 15/16"
all <II all <II <
2' 2' 1 2' JI 2' JI 2' _ II 2' _ II 2' - II 2'
-0"
INDICATES LOAD BEARING WALL
REQUIRED BY TRUSSES
SUPPLIED BY BUILDER
AT A HEIGHT OF 8'-8"
ABOVE FINISHED FLOOR
QT,Y: 9
'HGT: 5'-0"
RIGHT: 1'-0"
RIGHT: 3 15/16"
INC.
Approved V
A. -;-roved as Corrected
i and Resubmit ( j
dl Not Approved
RrV;FM IS OILY FO° C^rlrORMANCE MTH THE DESIGN CONCCFT OF
THEP6 j'C.TANDi,Oh1PL66NCE WITH THE INFORMATION GIVENIN
THE MTAA.51DOG1M:6T& THE CONTRACTOR IS RESPONSIBLE
ma nlssruClnNi non nIG10TttIES TO BE CONFIRMED AND
0
ell
m
METAL ROOFS SHOW IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST TAKEN
ZONES: # HORZ. �ENGTH PITCH
1= 14'-04'/12
2= 14-099 4/12
3= 289 —0" Flat
GE1
3
TRUSS ID: GE1
SPAN : 28'-0"
OVERHANG LEFT: 1-099
HEEL LEFT: 3 15/16"
upset=1/4" hee1=3 15/16
PLUMB CUT END
2 x 4 Top Chord
WALL HEIGHT 8'-8"
TYPICAL END DETAIL
SEAT PLATES BY CHAMBERS
4
Q TY: 2 9 99
HGT: 5 —0
RIGHT: 1'-0"
RIGHT: 3 15/16"
AIR HANDLER NOTE
UNLESS NOTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES
ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR
ANY OTHER A/C REQUIREMENTS. THIS MAY BE IN CONFLICT
WITH BUILDING CODE AND A/C DESIGN REQUIRMENTS.
CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR.
BUILDING CATEGORIES
Category Nature of occupancy
All buildings and structures except those listed below
II Buildings and structures where the primary occupancy is
one in which more than 300 people congregate in one area.
Buildings and structures designed as essential facilities,
including, but not limited to :
1: Hospitals and other medical facilities having surgery or
emergency treatment areas.
2: Fire or rescue and police stations.
III 3: Structures and equipment in government.
4: Communication centers and other facilities required for
emergency response.
5: Power stations and other utilities required in on emergency.
6: Structures having critical national defense capabilities.
7: Designated shelters for hurricanes.
Buildings and structures that represent o low hazard to
IV human life in the event of failure, such as agricultural
buildings, certain temporary facilities, and minor
storage facilities.
Truss to Truss connections consist
of hangers only. No bolts, nails,
or tie downs will be supplied by
Chambers Truss, Inc.
SPACING NOTE
ALL TRUSSES ARE TO
BE SET AT 2'-0"
ON CENTER EXCEPT
AS NOTED
DON'T LIFT SINGLE TRUSSES
WITH SPANS LONGER THAN
30' BY THE PEAK.
CONSULT HIB-91
3a' Spa or less
60 degrees
or lees
,i:
Tag Line spun approx.
REFER TO HBI-91
Truss must be set this way if crone used.
Trued is on example, your truss may not match.
Insist drone operator sets truss this way.
0
FABRICATION AGREEMENT.
TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED
The legal description of the property where the trusses will be installed is:
The undersigned acknowledges and agrees:
1. Trusses will be made in strict accordance with this layout, which is the sole authority fol
determining successful fabrication of the trusses.
2. All dimensions in this layout have been verified by the undersigned.
3. Unless written notice is provided by certified mail to Chambers Truss within ten (10;
days of delivery the.undersigned agrees that no backcharges will be allowed. In the event
such written notice is furnished Chambers Truss shall have three (3) business days in which
to begin repairs required, or to substitute other trusses, at Chambers option.
4. The undersigned acknowledges receipt of "HIB-91" sheet by Truss Plate Institute
5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for
delivery. Chambers Truss has the sole authority to determine the suitability of the job site or a
portion of the job site for delivery. Chambers Truss will be responsible for dump delivery only.
The buyer is responsible for additional delivery expenses if Chambers Truss has to edeliver
because job site is not prepared for delivery or buyer is not prepared for delivery of trusses.
Buyer is responsible to Chambers Truss for towing costs due to site conditions.
6. Price as shown in paragraph 7 below is subject to change if any changes are made in
this layout. A $50 per hour fee for revisions may be charged by Chambers Truss.
7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no
agreement a reasonable price. Invoice will be made on delivery and paid within terms of net
on delivery. Invoice may be made at scheduled date of delivery if buyer cannoE accept
Jelivery of fabricated trusses. The undersigned agrees to pay Chambers Truss reasonable
attorney's fee for collections in event of payment not timely made. 1.1/2 % per morph service
:harge will be added for all sums not paid within terms.
8. Signature or initials anywhere on this sheet constitutes agreement to all terms Terein.
9. In consideration of Chambers Truss extending credit for this material the undersigned
inconditionally guarantees payment when due of any and all indebtedness owed to
>ambers Truss by any entity receiving material and the undersigned agrees to pay such
ndebtedness Including attorneys fees, if default in payment for material be maje by the
ecipienl.
10. In the event of any litigation concerning this agreement, the items furnished hereunder
>r payments referred to herein, the parties agree that the sole venue for any such action will
Ie Saint Lucie County, Florida.
11. Design responsibilities are per `Standard Design Responsibilities WTCA-1995"
)ATED
A spreader bar may be required as per r'HIB-01 is to prevent injury & damage.
w
Multiple ply trusses must be fastened together per engineering
before they are set, failure to do so can result in roof collapse.
w
Temporary and permanent bracing are required and can save life
and property and is the responsibility of the truss erector.
w
Study the contents of the infoftation packet included on delivery
before setting trusses.
w
Trusses must be set and braced per design to prevent injury & damage.
w
Trusses must be set plumb and square
Do not set bunks or stack of plywood, roofing material or any
other concentrated loads on trusses, this can cause collapse.
DO NOT SET TRUSSES USING THIS LAYOUT
USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES
CHAMBERS TRUSS INC
3105 Oleander Avenue
Fort Pierce, Florida 34982-6423
800-551-5932
Fort Pierce 561-465-2012 Fax 561465-8711
Vero Beach 561-569-2012 Stuart 561-286-3302
Web Site: CHAMBERSTRUSS.COM
Email: MAIL@CHAMBERSTRUSS.COM
H W 0111MstCONTIAY.00 C 112M
2
LOADING/DESIGN CRITERIA REDUCIBLE
DESIG/22
N CRITERIA PER
CODE SUCH AS SBC 1604.6.1
County
SAINT LUCIE
Building Department
FORT PIERCE
Wind Design Criteria
ASCE 7-93
Roofing Material
Metal Roof
Loading in PSF
Roof R.D.L.
Top Chord Live
30
Top Chord Dead
7 7
Bottom Chord Live
0
Bottom Chord Dead
10 5
TOTAL Load
47 12
Duration Factor
1.33
Wind Speed
110mph
Top Chord C.B.
Sheeting by builder.
Bottom Chord C.B.
Sheeting by builder.
C.B.=Continuous Bracing
Highest Mean Height
11'-0"
Building Type
ENCLOSED
Building Category
I: Non Restrictive
Exposure Category
C: NON —COASTAL
Miles from Ocean
10
R.D.L.=Restraining Dead Load
Verify DESIGN CRITERIA shown above with the
building department
and your engineer.
TRUSS SHAPES NOT
TO SCALE
Chambers Truss Inc.
Drawing Name: 48633
Scale: 1 /4 =
1'
11 total trusses, 2 different trusses.
MI 4: SAE ACAD: SAE Reviewed By:uezJe,
Date: 02/21 /01
FOR
R.K. DAVIS CONSTRUCTION
DESCRIPTION:
CHIMP CARE SHED
PAGE 1 of 1 CUSTOMER
INITIALS EACH PAGE
48633
CTRICAL RISER DIA6R,41 7
GENERAL NOTES;
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 1887 EDITION OF THE STANDARD
BUILDING CODE AND REGULATIONS OF OSHA.
FOUNDATIONS
11 BOTTOM OF FOOTINGS TO BEAR ON NATIVE SOILS OR CONTROLLED COMPACTED FILL
CAPABLE OF SAFELY SUSTAINING 2500 PSF SOIL BEARING PRESSURE.
2) FILL USED OR ENCOUNTERED UNDERNEATH FOUNDATIONS AND SLABS SHALL BE
COMPACTED TO 95% MODIFIED PROCTOR DENSITY. ALL FILL SHALL. BE POROUS MATERIAL
3) CONTRACTOR SHALL ADEQUATELY PROTECT EXISTING FOUNDATIONS, SLABS AND
ADJOINING BUILDINGS FROM EROSION AND OTHER DAMAGE DURING CONSTRU(TION
CONCRETE
1) CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS.
2) CONCRETE WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS
OF THE SPECIFICATIONS ILF FOR STRUCTURAL CON ETE FOR BUILDINGS( (AJ ACI30105 ) )AND THE
3) REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL
CONFORMING TO ASTM A615, GRADE 60. WELDED WIRE FABRIC SHALL CONFORM TO ASTH
A185.
4)BAR SPLICES SHALL LAP A MINIMUM OF 40 BAR DIAMETERS.
5) MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT AS FOLLOWS:
CONCRETE CAST AGAINST EARTH AND PERMANENTLY EXPOSED TO EARTH - 3" _
CONCRETE EXPOSED TO EARTH OR WEATHER
2" FOR #6 THROUGH #18 BARS
1-1/211 FOR #5 BARS AND SMALLER
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
5/411 FOR SLABS, WALLS, AND JOISTS
1-1/211 BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS
61 INTERIOR SLABS SHALL HAVE A STEEL TROWEL FINISH. EXTERIOR SLABS, APRONS, AND P.{.I S
SHALL HAVE A LIGHT BROOM FINISH.
71 BUILDING SLAB SHALL BE TREATED FOR SUBTE`'ANEAN TERN111TES USING ONE OF THE
LISTED MATERIALS
AI OUR85AN TC - APPLY 19 SOLUTION AT THE RATE OF 1 GAL. PER 10 SQUARE FEET OF
SLAB AREA ACCORDING TO MANUFACTURER'S PRINTED INSTRUCTIONS
B) PREVAIL FT - APPLY 0.50% SOLUTION AT THE RATE OF 1 GAL. PER 10 SQUARE FEET OF
SLAB AREA ACCORDING TO MANUFACTURER'S PRINTED INSTRUCTIONS
DESIGN LOADS
COASTAL ZONE - THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH FLORIDA
STATUTE 161 FOR COASTAL ZONE CONSTRUCTION
ROOF - PER STANDARD BUILDING CODE, LIVE LOAD PER TABLE 1604.6
WIND PER STANDARD BLDG. CODE, 1887 EDITION CHAPTER 16, 0 110 MPH WIND VELOCITY PRESSURE.
2ND FLOOR - 60 PSF LIVE,LOAD AT GENERAL OFFICES; 100 PSF LI'JE LOAD AT
LOBBY, CORRIDOR & STAIRS; 125 PSF LIVE LOAD AT FILE 6 STORAGE ROOMS
WOOD
1) WOOD ROOF TRUSSES SHALL BE DESIGNED BY FLORIDA REGISTERED SPECIALTY ENGINEER AS
EMPLOYED BY ROOF TRUSS MANUFACTURER. CONTRACTOR SHALL SUBMIT CERTIFIED ROOF TRUSS
DESIGN 6 ERECTION PLANS TO ENGINEER (VIA ARCHITECT) 6 BUILDING OFFICIAL FOR PERMIT
APPROVAL.
2) ALL LUMBER FOR ROOF SECONDARY STRUCTURAL FRAMING (RIDGE BLOCKING, SUB -FASCIAS, SOFFIT
PLATES, ETC.) SHALL BE HEM -FIR OR SOUTHERN PINE, CONSTRUCTION GRADE OR EQUIV. W/ Fb
800 PSI MINIMUM (SINGLE MEMBER USE).
. GII\/N I11 Al 11\I
P/C CON
PRE -FIN.
TRIM
P/C CON,
0
ATCH
'ING
INGS
0
N
0
�t
0
1/411 a 1'-011
20'-011
41-011
a
8'-011
5'-811
oil
J
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CELLS W/ 1#5
VERT. TYP. I
I I
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0
CONC. SLAB W/ 6X6
to
6/6 W.W.F. CONT. OVER
TERMITE TREATED FILL
m
COMPACTED TO 85%
Q
MODIFIED PROCTOR I
m
-
I DENSITY I
N
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I
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SLOPED O.H.
DOOR RECESS
0
24"X78" CONT.
N
MONOLITHIC 2
FDN W/ 3#5 A-1
CONT.
-------
---- ■
0
N
8'-0'1
SECTIONAL FIBERGLASS
OVERHEAD DOOR
EAST ELEVATION
1/411 r 11_011
P/C CONC. LINTEL
PLANK" SIDING
O# FELT AND
'X PLYWOOD
PRE -FIN, STL. RAKE
TRIM
_
0
i
O
F—IF-IF-1�
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—
—
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PRE -FIN STL. GUTTER
AND DOWNSPOUTS
CMU WALL W/ STRUCK
JOINTS AND PAINT
FINISH
41-011
a
21-411
8'-011
1/411 . 11-0"
JG
'/C CONC. LINTEL
PRE -FIN STL. GUTTER
AND DOWNSPOUT5
CMU WALL W/ STRUCK
JOINTS AND PAINT
FINISH
3'-O"XT-O" H.M. DOOR
IN H.M. FRAME - PAINT
FINISH
26 GA. BUTLER -RIB II
GALVALUME ROOFING
SYSTEM ON 1 1/211 20
GA. GALV HAT CHANNELS
AND AI
� AND C
—CMU V
JOINT;
FINIW
VATION NO
1/411 • 11-011
1/411 • 11-011
IN STL. GUTTER
OWNSPOUTS
IALL W/ STRUCK
i AND PAINT
I
0
J
0
0
cV
O
0
J
F. . . . . . .
20'-011
4'-011 8'-011
------- -r-1 I i
31-01IX71-011
I d
HOLLOW METAL
DOOR W/ HOLLOW
METAL FRAME
(+I27.78 P.S.F.
(-)27.78 P.S.F
I
�
I
I
I
I
II
CD
I
_
ALL GARA+aL: OUCINS
I
I
_
MUST MEET 110 mph
0
WINDSPEED
i
N
I
I
12'-O"X8'-8" SECTIONAL
O.H. DOOR
I
(+)28.64 P.S.F.
I-I28.40 P.S.F
I 0
2
N
A-1
I
�481IX38" SINGLE
I ALL GARAGE
I
HUNG ALUM
I MUST MEET
1
WINDOWS TYP.
4'PLACES
(+)32.10 P.S.F.
I WIN
SP
—
(-)32.10 P.S.F
8'-011 - 4'-011 _ 8'-011
FLOOR FLAN
1/411 . 1'-011
)OORS
IO mph
:D
26 GA. BUTLER -RIB II
GALVALUME ROOFING
SYSTEM ON 1 1/211 20
GA. GALV HAT CHANNELS
PRE -FIN, STL. RAKE
TRIM
SIMPSON LSTA12 STRAP
OVER TOP PLATE
2-2X6 PLATE
2X6 AT 24" O.C.
/-
-GABLE "HARDI-PLANK" SIDING
BRACING OVER 30# FELT AND
04'-011 5/811 CDX PLYWOOD
1122
O.C.
I
14 26 GA. BUTLER -RIB II
SIMPSON #H2.5 SILL
GALVALUME ROOFING
PLATE CLIP TYP. EA.
SYSTEM ON 1 1/211 20
STUD
TRUSS )
GA. GALV HAT CHANNELS
-WOOD
TRUSSES
10'-O" TOP OF BEAM,
10'-O" TOP OF
2X6 P.T. PLATE
W/ 1/2" ANCHOR U BOND BEAM
SIMPSON #ETA16 EAM
BOLTS AT
2411 W/ 1#6 EA. COURSE
TRUSS POCKET
PRE -FIN S C�ii TER
TYP. EA. TRUSS
AND DOWNSPOUTS
O.C.
2X4 SUB FASCIA
P/C CONC. LINTEL
2 COURSE CMU --
TYP
BOND BEAM W/
VENTED ALUMINUM
1#6 EA. COURSE
LEVEL SOFFIT W/ SOLID
ALUM. FASCIA
REINF. 8"
CMU WALL
BEYOND
� v;s 1,
REINF. 8"
CMU WALL
\
•^�
P. h
ONC.---
#5V IN CONC.----'-.
ST. L.!J CIE C UNTY
FILLED BLOCK
BUILDING DIVISION
CELLS SEE
El REVIEWED
FDN PLAN FOR
FOR 00 L E
LOCATIONS
REVIEWED BY
DATE a
LANS AN ERMIT
MUST BE KEPT ON JOB OR
NO INSPECTION WILL BE MADE
5" CONC.
5" CONC.
P/C CONC. SPLASH
SLAB
SLAB
BLOCK
oil
2.4n 24°X18" CONC. FDN
2411
CONC. FDN
W/ 6#5 CONT.
.I�X\1\__--24"X18"
1/2 T88
W/ 6#5 CONT.
1/2 T&B
SECTION
1
SECTION
2
y
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1/211.11-011
-1
1/2114-oll
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REVISIONS BY
4-3-01
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DATE
2-6-01
JOB NO,
2001009
SHEET
A-1
OF 1
REVISIONS BY
(ri
CTi�lC�1 L Rl
GENERAL NOTES:
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 1997 EDITION OF THE STANDARD
BUILDING CODE AND REGULATIONS OF OSHA.
FOUNDATIONS
1) BOTTOM OF FOOTINGS TO BEAR ON NATIVE SOILS OR CONTROLLED COMPACTED FILL
CAPABLE OF SAFELY SUSTAINING 2500 PSF SOIL BEARING PRESSURE.
2) FILL USED OR ENCOUNTERED UNDERNEATH FOUNDATIONS AND SLABS SHALL BE
COMPACTED TO 95% MODIFIED PROCTOR DENSITY. ALL FILL SHALL BE POROUS MATERIAL
31 CONTRACTOR SHALL ADEQUATELY PROTECT EXISTING FOUNDATIONS, SLABS AND
ADJOINING BUILDINGS FROM EROSION AND OTHER DAMAGE DURING CONSTRUCTION
CONCRETE
1) CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OIF 5000 PSI AT 28 DAYS,
2) CONCRETE WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS
OF THE ACI SPECIFICATIONS LDING CODE FOR STRUCTURAL CONCRETE FORGMANUAL BUILDINGS((ACI ACI3501))AND THE
3)REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL
CONFORMING TO ASTM A615, GRADE 60. WELDED WIRE FABRIC SHALL CONFORM TO ASTM
A185.
4) BAR SPLICES SHALL LAP A MINIMUM OF 40 BAR DIAMETERS.
51 MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT AS FOLLOWS:
CONCRETE CAST AGAINST EARTH AND PERMANENTLY EXPOSED TO EARTH - 311
CONCRETE EXPOSED TO EARTH OR WEATHER
211 FOR *6 THROUGH 018 BARS
1-1/211 FOR #5 BARS AND SMALLER
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND;
5/411 FOR SLABS, WALLS, AND JOISTS
1-1/211 BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS
6) INTERIOR SLABS SHALL HAVE A STEEL TROWEL FINISH. EXTERIOR SLABS, APRONS, A! PADS
SHALL HAVE A LIGHT BROOM FINISH.
7) BUILDING SLAB SHALL BE TREATED FOR SUBTERRANEAN TERMITES USING ONE OF THIS
LISTED MATERIALS
Al DURSBAN TC - APPLY IX SOLUTION AT THE RATE OF 1 GAL, PER 10 SQUARE FEET OF
SLAB AREA ACCORDING TO MANUFACTURER'S PRINTED INSTRUCTIONS
B) PREVAIL FT - APPLY 0.309 SOLUTION AT THE RATE OF 1 GAL. PER 10 SQUARE FEET OF
SLAB AREA ACCORDING TO MANUFACTURER'S PRINTED INSTRUCTIONS
DESIGN LOADS
COASTAL ZONE - THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH FLORIDA
STATUTE 161 FOR COASTAL ZONE CONSTRUCTION
ROOF - PER STANDARD BUILDING CODE, LIVE LOAD PER TABLE 1604.6
WIND PER STANDARD BLDG. CODE, 1997 EDITION CHAPTER 16, O 110 MPH WIND VELOCITY PRESSURE.
2ND FLOOR - 60 PSF LIVE,LOAD AT GENERAL OFFICES; 100 PSIF LIVE LOAD AT
LOBBY, CORRIDOR & STAIRSI 125 PSF LIVE LOAD AT FILE & STORAGE ROOMS
WOOD
1) WOOD ROOF TRUSSES SHALL BE DESIGNED BY FLORIDA REGISTERED SPECIALTY ENGINEER AS
EMPLOYED BY ROOF TRUSS MANUFACTURER. CONTRACTOR SHALL SUBMIT CERTIFIED ROOF TRUSS
DESIGN 6 ERECTION PLANS TO ENGINEER (VIA ARCHITECT). BUILDING OFFICIAL FOR PERMIT
APPROVAL.
2) ALL LUMBER FOR ROOF SECONDARY STRUCTURAL FRAMING (RIDGE BLOCKING, SUB -FASCIAS, SOFFIT
PLATES, ETC.) SHALL BE HEM -FIR OR SOUTHERN PINE, CONSTRUCTION GRADE OR EQUIV. W/ Pb
800 PSI MINIMUM (SINGLE MEMBER USE).
. vuvn wu wi nu
P/C CON
aD
1/4" 1'-O"
PRE -
TRIM
P/C
O
z
ATCH
"ING
,INGS
0
N
0
0
J
4'-011
2'-411
8'-011
2'-411
1
CONC. FILLED
CELLS W/ 1#5
VERT. TYP.
v
-I
4" THK 5000 P.S.I. I
Q
CONC. SLAB W/ 6X6
to
10/10 W,W.F. CONT. OVER
TERMITE TREATED FILL
OD
COMPACTED TO 959
MODIFIED PROCTOR I
ao
DENSITY I
N
°D
I
SLOPED O.H. —
_
DOOR RECESS
181IX1211 CONT.
N
MONOLITHIC 2
PON W/ 5#5
_1
CONT.
Cl
211II ' - 51-8u 41-011 51-811
al-0" 4'-0"
it
MEME
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ALL GE ��ORS
MUPWIMENI)SPE1
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PLAN ' SIDING
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1X YWOOD
PRE -FIN. STL. RAKE
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1/4" • 11-011
V STL. GUTTER
)WNSPOUTS
ALL W/ STRUCK
AND PAINT
1/411 11-011
JG
°/C CONC. LINTEL
2'-411
PRE -FIN STL. GUTTER
AND DOWNSPOUTS
CMU WALL W/ STRUCK
JOINTS AND PAINT
FINISH
31-011X7'-0" H.M. DOOR
IN H.M. FRAME - PAINT
FINISH
Y
2GA. BUTLER -RIP II
LVALUME ROOFING
STEM ON 1 1/2?20
G . GALV HAT .CHANNELS
II
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-�'�
L. Ml Em i
EME
■
---_-----
--_EMIMMEEME
EMI
No
1/411 • 1'-011
GUTTER
IALR. W/ STRUCK
3 AND PAINT
I
2X6 P.T. PLATE
W/ 1/211 ANCHOR
BOLTS AT 2411
O.C.
REINF. 8"
C�U-WALL
YOND
�x
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Ty
y9
4" CONC.
SLAB
— L
p,
I. 11-411
C
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4'-011
'v
Q 31-0"X71-011
HOLLOW METAL
DOOR W/ HOLLOW
I d
METAL FRAME
(+)27.78 P.S.F.
(-)27.78 P.S.F
I
I
I
I
_
I
, I
I
I
0
N
_I
12'-0"X7'-3" SECTIONAL
O.H. DOOR
I
(+)29.64 P.S.F.
I
(-)28.40 P.S.F
-
I 0
i
N
_A
481IX38" SINGLE—
HUNGA21
WINDOWS TYP.
4 PLACES
(+)32.10 P.S.F.
(-)32.10 P.S.F
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IN
(-
— — — — — — —
— — —
— — — — — — —
J
81-011
41-01
8'-0"
IE
FLOOR PLAN
1/411 1'-011
26 GA, OTLER-RIB 'I
GALVAV'UME ROOFING
SYST,0 ON 1 1/211 2C
GAS° ALV HAT CHANNELS
P,RE-FIN. STL. RAKE
TRIM
SIMPSON LSTA12 STRAP
OVER TOP PLATE
2-2X6 PLATE
2X6 AT 2411 O.C.
"HARDI-PLANK" SIDING
OVER 30A FELT AND
5/811 COX PLYWOOD
SIMPSON #H2.5 SILL
PLATE CLIP TYP. EA.
STUD
TOP OF BEAM
CMU BOND BEAM
W/ 1#6 EA. COURSE
-P/C CONC. LINTEL
TYP AT OH DOO
ONLY
OF
1611X12" CONC. PDN
W/ 3#5 CONT.
SECTION
1/2"�1'-O"
12
—14
TRUSS
SIMPSON #rTA11
TRUSS POCKET
TYP. EA, TRUSS
2 COURSE CMU-
BOND BEAM W/
1f6 EA, COURSE
REINF. 8" -
CMU WALL
t5V IN CONC.-
FILLED BLOCK
CELLS SEE
FDN PLAN FOR
LOCATIONS
4" CONC.
SLAB — — —
ST. LUCIE COUNTY
BUILDING DIVISION
REVIEWED
FOR COMP 1
REVIEWED BY
DATE
PLANS N E IT
MUST BE KEPT ON JOB OR
NO INSPF_CTION WILL BE MADE
1'-411
26 GA. BUTLER -RIB II
GALVALUME ROOFING
SYSTEM ON 1 1/211 20
GA. GALV HAT CHANNELS
-�} 8'-811 TOP OF
BEAM
PRE -FIN STL. GUTTER
AND DOWNSPOUTS
2X4 SUB FASCIA
VENTED ALUMINUM
LEVEL SOFFIT W/ SOLID
ALUM. FASCIA
P/C CONC. SPLASH
BLOCK
161IX12" CONC. PDN
W/ 3*5 CONT.
1 SECTION
-1 1/2"•11-011
r
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S. B.
CHECKED
S. B.
DATE
2-6-01
JOB NO.
2001009
SHEET
A-1
OF 1
O
SWALE _ I
z
9
m
F.F.E.=23.5
T.O.B. EL. 20.4
0
C4
EL 13.9
1�
4
4:1/2:1 GRADE
GRADE BREAK ELEV. 14.4
4" MIN.
N4
m
0
IL
4
CONTROL EL. 17\14.40""
4:1/2:1 GRADEBREAK
SECTION AT BUILDING
NOT TO SCALE
EL 22.4
�1
8
52 LF 18" CMP ®1.2%
4
4:1/2:1 BREAK
EL 11.0
BOTTOM EL. 6.0
21.4 W;Q.ELEV. J
4
EL. 20.4
C 3" BLEEDER ®EL. 20.4
Z
I
w
r'
INV. EL.. 14.5
OUTDOOR AREA •
DETENTION SWALE DETAIL 4
NOT TO SCALE
20' Stabilized
\ , Access Drive
\► \zo 8
DESIGN TOP OF BANK
84't
EL. 17.4 i DESIGN CONTROL EIEV. 50�/ �tiod4 yC•Thack
v;
4:1/2:1 GRADE BREAK EIEV. 11.0
i�
2
BOTTOM ELEV. 6.0
20'
TYPICAL AT BUILDING
TYPICAL LAKE SECTION
NOT TO SCALE
TOP EL.-18.5
CIRCULAR BLEEDER
EV.-17.40
' FULL CMP RISER
I BOTTOM OF RISER
13' OF CONCRETE AFTER
ACEMENT AS ANTI -FLOATATION
fflTpM OF RISER
ELEV.=13.0
CONTROL STRUCTURE DETAIL
N.T.S.
NOTES:
EXISTING GROUND
1. BEDDING MATERIAL SHALL BE HAND PLACED N 6" LIFTS AND
7 �-
SHALL CONSIST OF IN -SITU GRANULAR MATERIAL OR WASHED
4111;T' '
AND GRADED UI4EROCK 3/8"-7/8' SIZING. UNSUITABLE IN -SITU
17�1
MATERIALS SUCH AS MUCK, DEBRIS AND LARGER ROCK SHALL BE REMOVED.
-�: REMAINING BACKFILL
R MAX. SIZE
2 THE PIPE SHALL BE FULLY SUPPORTED FOR ITS ENTIRE LENGTH
p
WITH APPROPRIATE COMPACTION UNDER THE PIPE HAUNCHES.
IT
3. THE PIPE SHALL BE PLACED IN A DRY TRENCH.
-� --
4. BACKFILL SHALL BE DONE WITH APPROVED MATERIAL, CLEAN AND
I1
FREE OF ROCKS, MUCK AND OTHER DELETERIOUS MATTER AND
GRANULAR BACKFILL
COMPACTED BENEATH THE HAUNCHES OF THE PIPE USING MECHANICAL
TAMPERS TO 100% MAXIMUM DENSITY AS DETERMINED BY AASHTO T-90.
�IILI
8. BACKFILL TO BE COMPACTED ALONG THE SIDES OF THE PIPE AND TO
IILLIi
�
A POINT ONE FOOT ABOVE THE TOP OF THE PIPE TO 100% MAXIMUM
Ill -
DENSITY AS DETERMINED BY AASHTO T-BB.
BEDDING MATERIAL
Ill
8. A. WHERE PAVEMENT IS TO BE CONSTRUCTED OVER THE PIPE THE
REMAINING BACKFILL SHALL BE COMPACTED IN 6 INCH LAYERS AND
COMPACTED TO 95% MAXIMUM DENSITY AS DETERMINED BY AASIIT0 T-180.
B. WHERE '110" PAVEMENT IS TO BE CONSTRUCTED OVER THE PIPE
-
'DIE REMAINING FILL SHALL BE COMPACTED IN 0 INCH LAYERS TO A DENSITY
SOX MAXIMUM DENSITY AS DETERMINED BY AASIITO T-180.
7. CONTRACTOR SNALL COMPLY WITH ALL STATE AND LOCAL TRENCH
SAFETY REGULATIONS
TYPICAL TRENCH
DETAIL
N.T.S.
Project Work &
Drainage Basin
' Boundary (typ.)
O h
CONSTRUCT 895 LF
SWALE 0 0.5%
ry�ti �
Security Gates L
2%
-1 y
I.1B�
N
L 38,
tT ;.
STRIPING DETAIL
V
N
Ij
o SWI
EL 22.4
T.O.B. EL 20.4 II 1 i
e
Stabilized
Guest/Employee
Parking
CONCRETE PAVEMENT
(SEE DETAIL SHEET 3)
20'
z1c zsj
TOP f20.4
DESIGN CONTROL EIly. EL 17.4
LAKE d / 4:1/2.1 GRADE BREAK EIEV. 11.0 \ �I L.Ucr
80TIOM EIEV. 6.0 BOTTOM BEV. 6.0
SECTION AT LAND BRIDGE
NOT To SCALE
CONSTRUCT 50 LF
18" CMP 0 8.2%
Security Fence // INV.-
(BY OTHERS) 13.9
/
od F.F.E. 23.5 .?,400 sf l
Ilks0ono 00 E Administration
Puilding
Q 5r�r�s4-cK
% IgooI Top of Bank
lip
/ 1
/ I 112
CONSHTIR;( 338 LF
SWALE 0.3%
Chimpanzee ----
Introduotton Unli
F.F.E. 23.5 ??B 2J.0 N00'00'00•E
f
k4CNo ----'' `
. h o Septic DralnOeld for y b 20, WIDE LAND BRIDGE
Chimp a only I 1S o 1. g - - - - - - - 1
20' Truck w o �1 No i i ' /OUTDOOR AREA I E INL
Water
Access o i I 11 ' 2.2 ACRES1 I Struci
CONSTRUCT 81 LF 1 \ 1 \` _-' To of Bank i
SWALE 11 2.5% \ p I
ISO INV.- \� TFti -_
�mmII INV.-18.0 �\ , / , ''2e, 1
III
180 CLIP 0 8.2% \ \ I
SIGN 10 wauDE
1250 FINE STICKER
�I11�r�III
,L1
Lake
GRADING VARIES PER PLAN
/ EL 20.4 BOTTOM DET. SWALE
AVERAGE NATURAL GROUND EL 19.5f
TYPICAL ISLAND SECTION
NOT TO SCALE
INV.=18.0
II��III��
ie.
❑ fl
5-1/2" UNREINFORCED CLASS 1
CONCRETE (WITH FIBERMESH ADDED)
I-12" STABILIZED SUBGRADE COMPACTED
TO 98% OF MAXIMUM DENSITY AS PER
AASHTO T-180 & A MINIMUM FLORIDA
BEARING VALUE OF 75 PSI.
CONCRETE PAVEMENT SECTION
Lake
CONTROL EL. 17.4
3.68 ACRES AT WATERLINE
�Iu .r ullrlr��
CONSTRUCT
DITCH PLUG
I t
CONSTRUCT 75 LF
t`fi-te" CMP 0 8.29
I I CONTROL STRUCTURE
I n ; (SEE DETAIL)
I
I I �
I I _
I 1
I
I I
Top of Bank
too � Edge of Water
I I �
CONSTRUCT 52 LF
k I Z l / 18" CMP U 1.2%
(SEE DETAIL)
SR
I w I I
I IyT
m I I 11 =
I I -
I Project Work &
Drainage Basin
Boundary (typ.)
ility I I
I I
I I I
I I
I I
I I 1
I I p -
I I I
I I I
I I I =
I I �
I 4,
I I /
PROPOSED
I I EARTH AIOUND
TOP EL. 26.4
I I / (TYPICAL)
I I
I I
I
I/
J
I.` I
CONSTRUCT
DITCH PLUG
SCALE: 1 "-50'
0 25 50 100
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PROJECT
03 03
SHEET OF
N.T.S.