HomeMy WebLinkAboutBuilding Plans4'
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ROOF EDGE
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ROOF EDGE
R803.2.3.1 SHEATHING FASTENINGS.
WOOD STRUCTURAL PANEL SHEATHING SHALL
BE FASTENED TO ROOF FRAMING WITH 8D RING -
SHANK NAILS AT 6 INCHES ON CENTER AT EDGES
ZONE I
AND 6 INCHES ON CENTER AT INTERMEDIATE FRAMING.
RING -SHANK NAILS SHALL HAVE THE FOLLOWING
MINIMUM DIME3NSIONSo
I. 0.113 INCH NOMINAL SHANK DIAMETER.
ZONE $
2 RING DIAMETER OF 0.012 OVER SHANK DIAMETOZ
3.16 TO 20 RINGS PER [NCR
4. 0.280 INCH FULL ROUND HEAD DIAMETER.
5. 2 INCH NAIL LENGTH.
ROOF SHEATHING NAILING ZONE; a
GENERAL •
I. CONGIRUCTION SHALL FOLLOW- •-r• BUILDING CODe
ADOPTED BY THE AREA IN WHICH THE BUILDING • BE
♦• r WITH ALL APPLICABLE- • -
2 THE CONTRACTOR, SUBCONTRACTOR, SUPPLIER, ETC. SHALL
VERIFY ALL DIMENISIONS, CONDITIONS AT •:. PLANS,
SPECIFICATIONS,
r = Q • . • •- • ♦-ram •
• - -►• • - •
STUCTURAL NOTES
I. DESIGN LOADS IN ACCORDANCE WITH FBC CHAP. 16
2 SOIL BEARING CAPACITY) 2500 PSF
3. ALL STRUCTURAL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE
STRENGTH OF 3000 PSI AT 28 DAYS.
4, SLAB/FOOTINGS TO BE CONCRETE WITH MINIMUM 3000 PSI
COMPRESSIVE STRENGTH AT 28 DAYS. SEE PLANS FOR SIZE
AND STEEL. REQUIREMENTS,
5. MINIMUM CONCRETE PROTECTION FOR REINFORCING BARS
FOOTINGS 3' BEAMS 1-1/7 SUSPENDED SLAB, I'
6, LAP ALL REINFORCING STEEL A MINIMUM OF 48 BAR DIAMETERS.
GRADE 60 STEEL MINIMUM IN FOOTINGS AND SLAB. GRADE 60
STEEL MINIMUM IN BEAMS AND COLUMNS.
7. ALL LUMBER IN CONTACT WITH CONCRETE OR MASONRY SHALL
BE PRESSURE TREATED,
8. SPLITTING OR CRACKING OF STRUCTURAL COMPONENTS DUE TO
INSTALLATION OF HARDWARE IS NOT PERMITTED,
9. UNLESS OTHERWISE NOTE), THE INSTALLATION OF SPECIFIED
HARDWARE SHALL CONFORM TO THE MANLFACTLRE12S
INSTRUCTIONS AND STANDARD PRACTICE
IO.BEARING POINTS OF TRUSSES SHALL HAVE VERTICAL STUDS
IN A NUMBER EQUAL TO THE NUMBER OF PLIES OF THE
BEARING MEM3Ei2 WHEN THE BEARING IVEIMIBER IS 2 OR
MORE PLIES UNLESS NOTED.
II. ROOF SHEATHING TO BE NAILED WITH IOD GALV.
OR 80 RING SHANK NAILS OR EQUAL 4' O.C. EDGES AND 6' O.C. IN FIELD
12FRAME TO MASONRY SEGMENT C(YNlECTIONS, PT 2 X 4 MINIMUM
TO MASONRY WITH 1/2 DIAMETER T EMBEDMENT WEDGE
BOLTS I AT TOP AND BOTLOU 36' OC THEREAFTER.
13.ALL SOILS TO BE COMPACTED TO MIN 95% DENSITY
14.CORNER BARS ARE REQUIRED AT ALL OUTSIDE CORNERS
15FOOTINGS SHALL BE A MIN OF 16' IN WIDTH OR AS
INDICATED ON DRAWINGS
16.ROOF DL E LL - 55 PSF.
171PLIFT FORCES AS PER ENGINEERS NOTES AND SCHEDULES
18FLOOR LL - NA
19SUDING GLASS DOORS TO BE TEMPERED GLAZING
20.ALL PRE. -CAST LINTELS TO HAVE MIRE BEARING
21.ALL STANDARD UJ EER SHALL BE SPF WITH A MINIMUM FB OF
1000 PSI OR NO.2 SOUTHERN PINE, UNLESS NOTED OTHERWISE
Z*lffIIl
I. HOUSE IS IN A NEGLIGIBLE WEATHER AREA
Z HOUSE IS IN A VERY HEAVY TERMITE AREA
3. N/A
4. FLAME SPREAD FOR WALLS AND CEILING FINISHES SHALL BE LESS THAN 200
5. FLAME SPREAD FOR INSULATION SHALL BE LESS THAN 25
6. SMOKE DEVELOPED INDEX SHALL BE LESS THE 450 FOR
WALL FINISHES, CEILING FINISH AND INSULATION
7. GYPSUM BOARD SHALL CONFORM TO FBC R702.3 STANDARDS
8. TILE IN SHOWERS MUST BE BACKED BY 'DURA ROCK' CONCR-TE BOARD OR EQUAL
PRODUCT APPP:, OVAL ; )UBM I TTAL AFFIDAVIT
OPENING
NOA/FL
PRODUCT
MODEL#
MANLV�ACTURER
GLASS
TYPE
NUMBER
_
I
FLu16177.1
SINGLE HUNG
8100-SH IMPACT
CUSTOM WINDOWS
5/16'
2
FL=14848.2
SLIDING GLASS
#8940 SGD
CUSTOM WINDOWS
I" NOR
DOOR
_
TYPE
3
FLu13010.4
FIXED GLASS
8300-PW IMPACT
CUSTOM WINDOWS
7/16"
4
FL5891-124
FRONT DOOR
FIBER CLASSIC
THERMA-TRU
PRODUCT
NOA/FL
NUMBER
MODEL#
MANUFACTURER
ATTCHMENT METHOD
ULLIONS
ROOF
FLn11175.1
5V CRIMP METAL
SOUTHEASTERN
SOUTHERSTERN METALS 5V CRIMP
24 GA
METALS
PEEL E STICK UNDE12LA YMENT OVE
PATTERN DETAIL ON R DOF PLAN
SIDING
STUCCO ON BLOC
5/8' THICK TEXTURED :>TUCCO ON
SOFFIT
STUCCO ON LATH
I/2" THICK STUCCO ON 3/8' HI-RIBBI
W/NAILS OR STAPLES rO PROVIDE
INTO HORIZONTAL WC ,OD FRAMIN(
ROOF
MIAMI-DADE
K-13ECELBAR
INTERNATIONAL.
INSUL
15-0518.05
SPRAY -ON
CELLULOSE C
CELLULOSE
HYDRO
FL 5822-R2
8" X 16" VENT
SMART VENT
VENT
!PRODUCTS,
INg
ALL MANUFACTURES LABLES SHOWING
U FACTORS AND SHGC COMPLIANCE
WITH FBC ENERGY CODE MUST
REMAIN ON ALL DOORS AND WINDOWS
UNTIL INSPECTIONS ARE APPROVED
CONCEALED FASTENERS OR ATTACHMENT::
ARE THE RESPONSIF IlY OF THE
CONTRACTOR OF RECORD
IGoq-o13(
ST. LUCIF rol"NTV III 'ti ";C' n'"' a\
RFV1Tvii'DFOR v.
DATF --�
PL4VS A 'D PC IT ? ST U'TT Kk 'Oti Ja i
ORN LVSPF,CTLoNvvILL H 'IAOE,
THESE PLANS ANJ ALL PROPOSED WOi;K
[a IE SU1NECT TO ANY CORRECTIONS
nr: C- ` IRE0 Ly r1�! O ItiSPECT0R6 THAT
,`IjuORDER TO'..`:.
bjinI A ; i. OIi U3,-
ATTCHMENT METHOD
TEST EXPIRATION
MAXIMIMU DEISIGN PRESURE
OF APIP12OVED TESTS
1/4' DIA. TAPCONC W/MIN. 1-3/6 PENETRATION TO BE
+/- 80.0 PSF
+/- 80.0 PSF
)5A
SPACED PER PRODUCT APPROVAL. CONTRACTOR SHALL
ADHERE TO MIN, 2-1/2 EDGE DISTANCES SPECIFIED IN
PRODUCT APPROVAL
+/- 80.0 PSF
2'X8' P.T. DOOR BUCK ATTACHED W/i/4' X 4" TAPCONSAT 6" EA.END. E
ATi8' O.0 (SNGLLEAF) e •12" O.C. (DBHED L.LEAF) DOOR JAMB ATTAC
+2g.9✓-32.6
W/tt10 X 3" WOOD SCREWS •6" EA.END ✓; 18' O.C.(SNGLLEAF)
E 12' O.C.(DBLLEAF)
TEST EXPIRATION
MAXIMIMU DEISIGN PRESSURE
OF APPROVED TESTS
OOFING INSTALLED PER PRODUCT APPROVAL OVER POLYGLASS
19/32" CDX SHEETHING NAILED TO TRUSSES PER NAILING
-70.0 PSF FIELD E PERIMETER
-93.5 PSF CORNERS
YPICAL CONCRETE BLOCK CONSTRUCTION
i
LATH ATTACHED TO HORIZONTAL E VERTICAL WOOD FRAMING
10 LESS THAN 1-3/4" PENNET12ATION
AND 34" PENETRATION INTO VERTICAL FRAMING
_
I
09/04/2020
-i
+/- O
NA
+/- O I (
i
ST. LUCIE COUNTY
PUBLIC WORKS DEPARTMENT
CODE COMPLIANCE DIVISION
2308 VIRGINIA AVENUE
FORT PIEPCE, Fi- 34952
772-462-155
DESIGN CERTIFICATION FOR WIND LOAD COMPLIANCE
RE,M' alE
THIS CERTIFICATION MUST BE COMPLETED BY THE PROJECT DESIGNER, ARCHITECT OR ENGINEER. THIS CERTIFICATION MUST BE
SUBMITLAD IN DUPLICATE WITH ALL. APPLICATIONS FOR BUILDING PERMITS INVOLVING THE CONSTRUCTION OF NEW RESIDENCE
(SINGLE OR MIALTI-FAMILY), RESIDE'5-AL ADDITION, ANY ACCESSORY STRUCTURE REQUIRING A BUILDIUG PERMIT AND ANY
NONRESIDENTIAL STRUCTURE. THIS CERTIFICATION SHALL NOT APPLY TO INTERIOR NENOVATIONS PROVIDED TWAT NO EXTERIOR
STRUCTURAL WALLS. COLUMNS OR OTHER COMPONETS ARE BEING AFFECTED) AND CERTAIN OTHER MINOR BUILDING PERMITS FOR
R RTHE2 ASSISTANCE PLEASE CONTACT THE BUILDING INSPECTION OFFICE
CERTIFICATION STATEMENT,
I CERTIFY THAT, TO THE BEST OF rvUi KNOWLEDGE AND BELIEF, THESE PLANS AND SPECIFICATIONS HAVE BEEN DESIGNS TO
COMPLY WITH THE APPLICABLE STRUCTURAL PORTION OF THE BUILDING CODES CURRENTLY ADOPTED AND ENFORCED BY ST. LUCIE
COUNTY. I ALSO CERTIFY THAT STRUCTURAL ELEMENTS DEPICTEf) ON THESE PLANS PROVIDE ADEQUATE RESISTANCE TO THE WIND
LOAD AND FORCES SPECIFIED BY CURRENT CODE PROVISIONS.
DESIGN PARAMETERS AND ASSUMPTIONS USED (PLEASE CHECK OR COMPLETE THE APPROPRIATE BOX)
1. FLORIDA BUILDING CODE 2014, 5TH EDITION AND ASCE 7-10
Z BUILDING DESIGN IS: ENCLOSEDs YES PARTIALLY ENCLOSE p, _ OPEN BUILDING,
3 MEAN ROOF HEIGHT% LESS THAN 25' ROOF PITC4 4/12 INTERNAL PRESSURE COEFICIENT. +/- 0.18
4. WIDTH OF END ZONES, LESS THAN 4.5' WIND SPEED, 170 (3 SEC. GIJSTS)
5. BUILDING CLASSIFICATION TABLE 1-I. ASCE 7 E FBC TABLE 1604.5
6. WIND EXPOSURE CLASSIFICATIa4 D ADJUSTMENT FACTOR FOR EXPOSURE E HEIGHTTt 1.61
7. COMPONENTS & CLADDING WIND PRESSURE ON ROOF ZONE 1 -41.9 2 -59.1 3 -93.1 PSF
8. COMPONENTS E CLADDING WIND PRESSURE ON WALL ZONE 4 SEE 5 PLANS PSF
9. COMPONENTS E CLADDING WIND PRESSURE ON OVERHEAD GARAGE DOOR SEE PLANS PSF
10. LOADSt FLOOR 40 PSF ROOF/DEAD 25 PSF ROOF/U-IVE 30 _pSF
11. SHEAR WALLS CONSIDERED FOR STRUCTURE? YES X NO _1IF NO, ATTACH EXPLANATION)
IZ CONTINUOUS LOAD PATH PROVIDED? YE$ X NQ___AF NO, ATTACH EXPLANATION)
13. ARE COMPONANT AND CLADDING DETAILS PROVIDED? YES_XJNO (IF NO, ATTACH EXPLANATION)
14. MINIMUM SOIL BEARING PRESSURE: 2500 PRESUMPTIVE- 2500 BY TEST, N/A PSF
AS WITNESSED BY MY SEAL, I HEREBY CERTIFY THAT THE INFORMATION INCLUDED WITH THIS CERTIFICATIOM IS TRUIE AND
CORRECT, TO THE BEST OF MY KNOWLEDGE AND BELIEF.
NAIVE, HARVEY E. KOEHNEN P.E. 32831 CERTsP
DESIGN FIRM, DATEn
SLCCDV FORM# 020-00
REVISED 5/18/09 (CL)
SPECIFIEDI HAVE WVIEVMD THE! ABOVE COMPONIANTS AND CLADDING AM HAVE APPROVIED THE112
USE IN TI-E STRUCTURE TOPROVIDE ADEQUATE RESISTANCE TO THE WIND LOADS AND FORCES
BY CLS212ENT CODE•• • .
NAIVE - PA12VEY E. • ' C
NiA
TeSIGN FIRM CERTNO. r•
FOR STRUCTURAL DETAILS
♦.a
l�F
41;
[:� I GNT
Ew
24' WIC E X 18' HIGH 24' WIDE X I& HIGH
PRE-ft MPACTIRED PRE -MANUFACTURED
WIN UM ACCESS PA 3 INUM ACCESS PANE.
INSTAL' ID INTO CRAWL INSTALLED INTO
SPACE CRAWL SPACE
8'XI6' 14 rDPO VENT M6HYDRO VENT 8'XI6' HYDRO VENT
Em m -t Em
CSC VOLT WALL WIND PRESSURES
END ZONE 3'-5" 17C D RISK CAT II H<15 FT
ZONE 4 INTERIOR
ZONE 5 EXTERIOR
A) 10 SF= +76.7/-83.2
F) 10 SF= +76.7/-102.8
B) 20 SF= +73.4/-7 .8
G) 20 SF= +73.4/- 5.8
C) 50 SF= +68.7/-76.6
H) 50 SF= +68.7/-86.6
D) 100 SF=+65.3/-71.7
1) 100 SF=+65.3/-79.8
GARAGE DOOR MINI, 2' FROM_COR_NERS
9'X7' = +40.6/45.9
1 16'X7' = +38.8/-43.2
tii
24' WIDE X 18' HIGH
Illllpllli
ACL A.F.E NAVD88
i
o
QEAQ
\ 24' WIDE X I' HIGH
PRE-MAN.FACTI RED
AL WINW ACCESS PANEL
INSTALLED INTO CRAWL SPACE
5V-CRIMP
METAL ROOF
LEFT FQONT ELEVATION 114" = 1'-OI'
SHEATHING MATERIALS]
LINTEL SCHEDULE
HIGH -STRENGTH Ltt
PRECAST AND PRESTRESSED LINTELS
MANUFACTURED BY CAST-CRETE
LENGTH
TYPE
SAFE
GRAVITY
LOAD
APPLIED
GRAVITY
LOAD
SAFE
UPLIFT
LOAD
APPLIED
UPLIFT
LOAD
BEAM
COMPOSITE
LI
2-10'
PRECAST
6113
(800
4460
< 400
8F16-IB/IT
L2
4'-O'
PRECAST
6113
< 800
3079
< 400
8F16-IB/IT
L3
4'-6
PRECAST
6113
< 800
2724
< 400
8FI6-IB/IT
4
5'-10'
PRECAST
4360
< 800
2093
< 400
8FI6-IB/IT
L5
14'-O'
PRECAST
1002
< 800
559
< 400
8FI6-IB/1T
1. ALL BOND BEAM REINFORCING SHALL BE CONTINUOUS AROUND ENTIRE HOUSE PERIMETER INCLUDING
CHANGES IN BEAM ELEVATIOR ALL SPLICES TO BE A MINIMUM OF 48 BAR DIAMETERS
2 CONCRETE FOR COLUMNS AND BEAMS SHALL HAVE 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS
3. A SINGLE FILLED CELL IS REQUIRED AT EACH SIDE OF EACH OPENING AND AT 6 FEET ON CENTER
4.4 INCH MINIMLAA BEARING IS REQUIRED FOR ALL LINTELS WHEN FILLED.
LENGTH - OPEN SPAN PLUS 8 INC1 ES
• TOP >~ BOTTOM REBAR TO BE #7 WITH STIRRUPS, SEE DETAIL BELOW
24' WIDE X 18 HIGH
PRE-MANLFACTI RED
ALUMINUM ACCESS PANG
INSTALLED INTO
CRAWLSPACE
24' WIDE X 18' HIGH
PREMANLFACTLRED
ALUMINLM ACCESS PANB_�
INSTALLED INTO
CRAWL SPACE
P.T. FLOOR
JOISTSGYP)
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LIVING�/
I 1 CCYEI To BE 518"
"V DRYWALL
j IS Y\ "600 j I
FOUNDATION [CLAN
36' HI
127023.1 MATERIALS.
ALL GYPSUM BOARD MATERIALS AND ACCESSORIES SHALL CONFORM
TO ASTM C 36, C 79, C 475, C 51A C 630, C 931, C 960, C 1002,
C 1047, C 1177, C 1178, C 1278,0 1395, C 1396 OR C 1658 AND
SHALL Be INSTALLED IN ACCORDANCE WITH THE PROVISIONS OF THIS
SECTION, ADHESIVES FOR THE INSTALLATION OF GYPSUM BOARD
SHALL CONFORM TO ASTM C 557.
127024 CERAMIC TILE.
R7024.1 GENERAL
CERAMIC TILE SURFACES SHALL BE INSTALLED IN ACCORDANCE WITH ANSI A108-I,
A108,4, A108.5, A108.6, A108.11, A1181 AII8.3, A136.1 AND AI371
1*4
�-• r • • -• - r - • •--
• -- •• • c _ • ��•
r
FINISH WINDOWS FINISH WINDOWS
PFF9 >~ SEAL PEEL to SEAL
42' HI KNEEWALL
7 X 6 W FRAME
WALL VE FLOOR
JOIST GI
3150 egr
MASTER
BDRM
MBA
i�>SI:�J11/J
DOWN I7
2868
i
7 X 6 WOOD MAW
WALL. OVER
Balcony 2' \TERICR
BEARING WALL
7 X 4' WOOD FRAME
GI •-- - e q -• •- r•
a •• •• • •••• •-- - m •NIN
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Ch
lb
N
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7. AT BUILT-IN GUTTERS.
ACU
STEPS
e.00,
9
%W/GLASS ABOVE o` °�°
�23i
/l KITCHEN
x LIVING
X�
---- /- - - - - - - - - - ----1200M------ -
X O RANGE E
MICRO PREP
CONCRETE BLOCK CONCR
rXTERIOR WALLS x I RI1
FILLED CELL WITH
ONE #5 VERT(TYP)
it
FINISH WINDOWS 36' HI HANDR
PEEL E SEAL F
4- X 4' P.T_/ 21'-6' ''
WOOD POST
36' Hi RAILIN
SECOND FLOOR PLAN 114" = 1'-0"
CONCRETE BLOCK EXTERIOR SIDE WALLS, 6" WOOD FRAME
FRONT AND REAR WALLS WITH TYPICAL STUCCO FINISH
LAPPED SIDING WHERE SHOWN IN ELEVATIONS
' HYDRO VENT CALCULATION
NO. OF HYDRO VENTS REQ. _= 995 SQ FT = 8 REQ
128 SQ IN
DBL. 7 X 8' P.T. RIM JOIST
W/W 5/8' DIA WEDGE ANCHORS
AT 37 O.G W/6 MIN E MDEDIME3qT 6' MAX OA
6' MAX OA IN CONIC. AT ZERO LOT -
AT ZERO LOT I LINE
LINE
P.T. FLOOR
JOISTS
CONCRETE BLOCK
STE MWALL. W/tt 5 "
VE3RT. AT 6 O.C. E
EA. SIDE OF EA. —
OPENING IN BLOCK �, W
WALL & AT ALL INSIDE -19 INISLL
E OUTSIDE CORNERS y. TOP CHORD BEARING LL
CONE LINlI H FLOORJOISTS u
ENDS 48
AT 16' O.C.
LAP BAR ENDS 8'XI6 H.VE NT
BAR, DIA MIN, PROVIDE 128 SQIR
CONT. LOAD PATH FROM I.
FOOTING TO TOP OF BEAM I�
U5 HOCK
INSULA
F
1 /4 = 1 -O STEMWALL A-i_ HYDRO VENT
42' HI KNEEWAH
W/GLASS ABOVE
FILLED CELL
ONE #5 VER'
DE3L 7 X 8' P.T. RIM .JOIST
W/(2) 5/8' DIA. WEDGE ANCHORS
AT 37 O.G W/6- MIN BVIDMIME NT
IN CONC,
P.T. FLOOR
/-.JOISTS
Aa
"
• • III • • • . .
DINING
15
11%m I mill
3
L'�J BATH HALL v
PATIO
2868 'n FIRE RATED
T CEILING
BLOCK
WALLS
F I QST FLOC)p PLAN 1/4 it = 1'—O"
CONCRETE BLOC% EXTERIOR WALLS WITH TYPICAL STUCCO FINISH
LAPPED SIDING ERE SHOWN IN ELEVATIONS
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ELECTRICAL LEGEND
-RECEPTACLE_
_, ,
_
,. - ._ .
—
MJOOR =LET
•
itMXP-R--
110V FOR WniamiTmETca
RECESSED O
-.
BUQJgr FAN
\ /
._, - FAN
SINGLE • SWrrCH
..
220 V. DOCOWSOT
WSMOKE.
�►CARBON
MCNOXDff
► • MOOD
DOOR OPENM
PUJORMBCENT
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ELECMCALMEM
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PHONE JACK
•.•SPEAMM
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LOAD CALCULATIONS
RESIDENTIAL 200 AMP ELECT. PANE. 240- IC 3W
CIRCT
DESCRIPTION
VOLT
SIZE
WATT
WZE
AC/AH
240
60
12,000
6
3A
WTR. HTR.
240
30
17,000
10
r1.2
5,6
OVEN/RANGE
240
50
12,000
6
7,8
DRYER
240
30
11000
10
9
LIVING RM.
120
15
1,500
14
10
MASTER BEDRM.
120
15
1,000
14
II
DINING RM,
120
15
1,0001
14
12
LALM?Y/WASHER
120
20
11000
12
13
KITC143J
120
20
11000
12
14
BATHROOM
120
20
2,000
Gm
15
PATIO
120
20
LOCO
GFI
16
SPARE
120
20
1,000
12
FIRST 10,000 - 10,030 51,500 WATTS
REMAIN. 41,500 AT 40%-16,603
TOTAL WATTS 26.6CO
AMPS - 26,600/240 -110.8 AMPS
USE 200 AMP. EEiRVICE
3"VCU N 7 NA.
U-DERGRO"
TYPICAL ELECTRIC RISER
NOT TO SCALE
ucr�_�.•��m
ELECTRICAL NOTES,
*200 AMP SERVICE
*SMOKE DETECTORS AS REQUIRED
*CARBON MONOXIDE DETECTORS AS REQUIRED
*FIELD VERIFY RECEPTACLE LOCATIONS
*ALL BRANCH CIRCUITS THAT SUPPLY 120V.
(A) SINGLE PHASE, 15 AND 20 AMP BRANCH
CIRCUITS SUPPLYING OUTLEST INSTALLED IN DWELLING MIT
FAMILY ROOMS, DINING ROOMS, PARLORS, LIBRARIES
DENS, BEDROOM, SUNROOMS, REC. ROOMS, CLOSETS, HALLWAYS,
OR SIMILAR ROOMS AND AREAS SHALL BE PROTECTED
BY A LISTED ARC FAULT CIRCUIT INTERUPTOR.
COMBINATION TYPE INSTALLED TO PROVIDE PROTECTION
OF THE BRANCH CIRCUIT (NEC 210.128)
SHALL BE PROTECTED BY AN "ARC -FAULT CIRCUIT
INTERRUPTER(S)•.
(B) TAMPER RESISTANT RECEPTACLES (NEC 406.11) ARE
REQUIRED IN DWELLING UNITS IN ALL AREAS AS SPECIFIED
IN 2008 NEC 210.52, ALL 125V,15 E 20 AMP RECEPTACLES
*RECESSED LIGHTING FIXTURES
MUST COMPLY WITH,
FLORIDA ENERGY CODE 606.II.ABC. 1.2.4.
PRODUCT APPROVAL (TOTALLY ENCLOSED)
2ND FLOOR ELECTRICAL PLAN
PER 2010 N.E.C.
MOTIC
MET
FPL
MOTIOI
-------------------SeNS4
COACI•
1/4" = 1'-0"
MOTION ON E OFF
I ST FLOOR ELEOTR I CAL
PER 2010 N.E.C',,
PLAN 1/4
I'-0"
r T
LAVLF] -U
3' M.BATH
zZ sHow�
z -U
r
T
WID
LAUNDRY
I �r
z
I
T FROM
VFLJ
2ND FLOOR PLUMBING RISER
N.T.S.
Xvm
rYvrl<r
SINK
KITCHEN
r \
I
z
sHow� I
x
'�
BATH#2 r
WC \
Li 3' \
LAVLr L
-
r
I
\3'
3' 3.
4' C/O
TO APPPLED
SEPTIC S1 STEM
IST F=LOOR PLUMBING RISER
N.T.S.
e
WIC
Ei0M
MASTER
BORM
Balcony
2ND FL00Q NVAC PLAN 114"
PROVIDE BALANCED AIR RETURNS IN ALL LNIT BEDROOM
OW9.1.1 DUCT PENETRATION.
DUCTS IN THE GARAGE AND DUCTS
PENETRATING THE WALLS OR CEILING-:S
SEPARATING THE DWELLING FROM TI-E
GARAGE SHALL BE CONSTRUCTED OF A
MINIMLM NO. 26 GAGE (0.48 MM) SHEET
STD OR OTHER APPROVED MATERIAL AND
SHALL HAVE NO OPENINGS INTO THE
GARAGE.
IST FLOOQ HVAC PLAN 1 /4" = 1'-0"
PROVIDE BALANCED AIR F_,ETLQNS IN ALL UNIT BEDROOM
•• • =
5/8" DRYWALL CEILING
(ASTM CI396)
WA-3/8' DRYWALL:
SCREWS AT 17
O.C. EA TRUSS
3/4' T'EG PLYWOOD
NAILED PERPENDICULAR
TO FLOOR JOISTS
W/8D NAILS AT 12" O.G.
IN FIELD E 6' O.C.
AT EDGES
20 FLOCK
ENGIFLOOR JOISTS AT
16" O.C.
SP6 W
IOD XI
1/7 DRYWALL
(ASTM C1396)
W/1-1/4' DRYWALL
SCREWS AT 16"
O.C. EA. STUD
7 X 6 WOOD
BRACING BETWEEN
EACH STIR AT
48' O.C. VERT.
35' HIGH HANDRAIL
��--B�ALUSTERS AT LESS
�r,�,-THAN 4' SPACED
LANDING 2
5/8" pRYWALL� (15) RISERS AT T -4 -
CEILING (12) TREADS AT IV
(A *TM C1396) (2) LANDINGS AT
w -3/8' DRYWALL W Ar
C. EA TRUSS W ABOVE
CC) 35' HIGH HANDRAIL STRINGER AT V
THAN X SPAILILIS ACED
pillsmell
� R3o akCi
NOTE (pNd4 VuL1
1/7 DRYWALL UNDERSIDE ALL
LANDINGS AND STAIRS
(ASTM C1396) ALL DRYWALL
ATTACHMENT, 1-1/4" DRYWALL
SCREWS AT 17 O.C. EA STUD
ENGINEERED 300E
TRUSSES
AT ZV O.C.
'SIN iPSOM MTS16 AT
EA TRUSS TO TOP F -ATE
STI COO OVER PAR Q
BA )KED WIRE LATH OVER
---11/7 CDX PLY NAILED ✓V/8D
AT 6' O.C. OVER VA OR WRAP
OV 32 2, X 6 WOOD TRAME
--R-I'. INSII.
'SIMPE ON' WSTA18
AT EA STIR TO STUD
BOTH SIDES WA14) IOC
vPSON' MTS16
r-A " EASTLD
/ T BRACE
1/7 D12YWAL L.
SEE OTI-E 2
NOT'_
AC DECK
7X8'DEO:
PROVIDE BRACING
f;OR TOP PLATE
ATTACHMENT
Q CEILING 441'17(f t 40v"
STUCCO OVER PAPER
BACK METAL LATH OVER
1/7 CDX PLY NAILED AT 6 0.0
/8D NAILS OVER VAPOR
BARRIER OVER 2 X 4' WOOD
FRAME AT 16' O.C_, PROVIDE
ACCESS DOOR
\ (2) 7 X 8' WOOD BEAM
\ STUCCO CEIL NG /I/7 PLY FLITCH PLATE
bVER HIGH R1 'BE{� (SEE WADER S(2 EDU
METAL LATH
00
I/7 E IA. WEDGE
aOR, P.T. BOTTOA
PLA•E TO CONC.
SPH6 NAW
IOD X 1-1/2
�O
GAR kGE FLOOR. PAV
A-U PLATIF A DETAIL
STAIR RISER DETAIL
TYPICAL
N-� sTEMWAu.
SECTION THRU STAIRCASE/A, -IU PLATFO 'M
N.T.S.
(2) 5/8' D. WEDGE
ANCHOR MOUNTING
PLATE TO BLK. WALL
BOTH SIDES
1/4" X 4" ALUM
MOUNTING PLATE
W/I/4" FILET WELDS
ALL EDGES
1/4" X 3" FLAT
STRAP, BOTH
SIDES OF PLATFORM
36" X 366X 1/4"
ALUM. AC
PLATFORM
14" FILET WELD 5/8" D. WEDGE
ALL EDGES ANCHOR AT 6" O.C.
PLATFORM TO BLK.WALL
TYPICAL
�v_;.=�}�7��wpr9p-��2•o�N�>�-PGAN�� ;t�PiNG-�c�turax� `_
TYPICAL_
EXTERIO 2
WALL
1/7 DIA WEDGE:
ANCHOR, P.T. BC TTOM
PLATE TO CONK.
Qt:,� i - b' A.F.E. NAVD88
!o MIL vc L'L
. n
FOOTING Y,. j
�TW
STE
r.
ALUMINUM AC MOUNTING PLATFORM
AT FINISHED FLOOR ELEVATION
AL
AWAU.
5V-CRIMP METAL ROOF
OVER 3O# FELT OVER
19/32 CDX PLY OVER
ENGINEERED ROOF
TRUSSES
'SIMPSON MTS 16
AT EA TRUSS TO
BEAM WAI
IOD XI-1/2, BEND
AND NAIL BOTH SIDES
SEE SOFFIT
FACIA DETAIL
DENS GLASS I HR. 11�.
SOFFIT WITHIN 5' / '
PROPERTY LINE
DBL7x17
WOOD
EACH WAY
*SIMPSON• MTS 16
AT WOOD POST TO BEAM
BOTH SIDES W
IOD XI-I/2, BEND
AND NAIL BOTH SIDES
4'X4" P.T. WOOD POST
SIMPOSON STRAP
BOTH SIDES
FILL SOLID W/GONG
AT WEDGE ANCHORS
CONT.BEAM BLK
WADU5 COINT.
ENG. ROOF TRUSSES
12 AT24'0.1-.
PITCH
4 IX4 AT TOP OF
BOTTOM CHORD AT
O.C. AND. CONT.
NAILED W/*) 8D
COMMON E 4. TRUSS
R-20 SPRAY
FOAM INSU_
NTa
BOTH
'X4' P.T. WOCD
MSTC28 BOTH
WAYS
CONCRETE BLOCK `. •
VERT. AT 6 O/C.
EA. SIDE OF
OPENING IN BLOCK TOP CHORD BEARING
WALL E AT ALL INSIDE FLOORJOISTS
E OUTSIDE CORNERS AT 16' O.C.
LEFT SIDE OF BALCONY WALL SECTION N.T.S.
4'X4' P.T. WOOD
SIMPOBOTH sIDEsSON STRAP
FILL SOLID A GONG.
AT WEDGE ANCHORS
CONT.BEAM BUD. �
W/aM5 CONT.
CONCRETE BLOCK
EXT. WALLS W/u 5
VERT. AT 6 O.C. E
EA SIDE OF EA.
OPENING IN BLOCK
WALL E AT ALL INSIDE
E OUTSIDE CORNERS
LAP BAR ENDS 48
BAR, DIA MIN. PROVIDE
CONT. LOAD PATH FROM
FOOTING TO TOP OF BEAM
J=VATIO4 BOTTOM
OF FLOCIR JOIST
ME
•
=cif=
Mist
=�
• r�r
-
_i_
•
�IIV
■'
1f 1tt
12
4 PITCH
BALCONY
DBL. 7 X 8" P.T. RIM JOIST
W/(2) WIT DIA VdIEDGE ANC
AT 37 O.C. W/6' MjI L- E
IN CONC. /
ENG. ROOF TRUSSES
SAT 24' O.C.
IX4 AT TOP OF
BOTTOM CHORD AT
8' O.C. AND. CONT,
NAILED WAM 8D
COMMON, EA TRUSS
P.T. WOOD
his
`I/7 DRYWALL
TOP CHORD BEARING
FLOCRJOISTS
AT 16' O.C.
1/7 DRYWALL OVER
—R-4.1 FOIL OVER 1/2
P.T. FURRING AT 24' O.C.
ENGINEERED FL JOISTS
AT 16 O.C. W/ 3/d• q
GLUED E NAILED d
ELEV. AT 6 APE.
NWD88
(arhH. ObV( R-')b111.DE2.3/4' TEG
PLYWOOD '
24' WIDE X 0 HIGH
PRE -MANUFACTURED
—AUJMINL1M, ACCESS PANE_
INSTALLED BELOW WINDOW
INTO ACE
45 paW�lh
J�2'•�
FRONT OF BALCONY WALL SECTION N.T.S.
77X6'WOOD
BG ACING BETWEEN
EACH STUD AT
48' O.C. VERT.
I- —
TYPICAL,�
S 'EMWAU_
R-20 SPRAY
FOAM INSLL.
PSON' MTS16 AT
TRUSS TO TOP PLATE
— 2 19 INSUL
7 X 87 LEDGER NAILED
TO EA, STUD WITH (3) 16D
(ti 7 x a• wooD BEAM
/1/2" PLY FLITCH PLAT
(SEE WADER SCHEDUL
HU48 W/04) IOD IN
E (6) IOD IN
WOOD BEAM
STUCCO OVER PAPER
BACKED WIRE LATH OVER
---;/7 CDX PLY NAILED W/81)
AT 6 O.C. OVER VAPOR WRAP
OVER 2' X 6" WOOD FRAME
1/7 Tr%�l u
ANL+40R, P.T. BOTTOM
PLATE TO CONC.
SPH6 WA6)
IOD X 1-1/2
\O
T GARAGE MOM PAVERS
NOTE
ALL FIXTL92ES ARE
"SIMPSON STRONG TIE"
DETAIL AT INTERIOR GARAGE WALL
N.T.S.
5/8" DIA. BOLT
AT 48" O.C. AND 6' FROM EACH
END W/2-1/2" WASHER BOTH SIDES
THRU E THRU GIRDER
DESIGN BY,
R.J. SULLIVAN
owa er
Lu
z1IL cf)
.
J
Q Ir-
of
-j n
uj
SIMPSON
HETA20 AT
EA TRUSS TO
�
BLOCK WALL
O
2 Uec
c}
-
czUJ0
OZ UUrn
'SIMPSON' MBHA3.56/7.25
ATR3/4
Y Q - W 3
LLI cr)
BUCKET WAI)
IN TOP E (1) ATR3/4 IN
N }
W (f3 N n
FACE E (18) IOD IN BEAM
>p M 1- C
�g X
= n-�dLQL
CONIC. FOOTING
5'S CONT.
DETAIL AT EXTERIOR GARAGE WALL
N.T.S.
"SIMPS(JN" SP6 AT
EACH STUD TO TOP
PLATE W/(6) IOD X 1-1/2
DBL. 2" X 6"
TOP PLATE
2" X 6" STUDS
AT 16" O.C.
"SIMPSON" MSTAI8
AT EA. STUD TO GIRDER
2" X 6" BOTTOM
PLATE
I12DE12 A03G
NE WALL TO GIRDER ATTACHMENT DETAIL_
D.
}-
7 X 8' WOOD
3/4' TEG PLYWOOD LEDGER AT WOOD z z
DECKING NAILED AT AME WALL, NAIL Z
12' O.0 IN FIELD LEDGER TO WALL Q
6' O.C. AT EDGES W/(3) 16D AT EA, STUD 'SIMSOM HU28 AT BOTH lll 10
ENDS OF EA. FL JST.
W/8D NAILS WK6) 16D IN LEDGE?/BEAM V U
E (4) IOD X 1/2 IN JOISTS Q� W
T
�0WU
Ill
JOISTS A(T� I06R' O.C. 11- W
Z z (n
IL 11 %ornntr)=
cr)
(2) 7 X 8' WOOD
(30 m �-
BEAM W/1/2' PLY
W/7 x 4' WOOD � 3' ACCESS (�
WALL ABOVE, SEE 9 Z � Z
OTHER DETAIL ] O
J—) >-O�
AH ENCLOSURE FLOOR FRAMING DETAIL I- a o
SEE ALSO OTHER DETAILS ITI~
N.T.S. SHEET
8
ENGINEEREED FLOOR
JOISTS AT 16" ON CENTER
'SIMPSON' T
W/(14) IOD
'SIMPSOM SP6
TSB, W/(6)
IODX:-1/2
1/7
•
7X6'
PLATE
'SIMPSON' SP6
TEB, W/(6)
ICD XI-1/2
CX6'P.T.
OOTTOM PLATE
�• I 2-45'S
' e �+ .' '•' GONE.
INTERIOR BEARING WALL DETAIL
AT REFRIGERATOR
ENGINEEREED FLOOR
JOISTS AT 16" ON CENTER
'SIMPSONf MTSI8_/
W/(14) IOD XI-1/2
"SIMPSON' SP6 OBL 7 X 6
TSB, W/(6 TOP PLATE
IOD XI-1/2
DENS-GLAE �--i/7DRYWALL
OR EQUAL
II /jl
'SIMPSOM SP6
TEB. W/(6)
IOD XI-1/2
5/8'171A
TtT�nL H D
7 X 6' P.T.
WA6' IYmv.
EMBEDIMENT
BOTTOM ATE
S:ABBC
LIVING
ELEV. AT 6 AFE
NAVD88
PAVERS
.d •
•4
COMPACTED FILL.
CONCRETE FOOTING W/(4)
S CONT., (2) AT TOP
•. s . '
E(2) AT BOTTOM
CONC. FOOTING
5'S CONT,
FOOTING DETAIL AT GARAGE N.T.S.
R703.8 FLASHING.
APPROVED CORROSIOT I -RESISTANT FI ASHING SHALL BE APPLIED
SHINGLE -FASHION IN A MANNER TO PT EVENT ENTRY OF WATER INTO THE WALL
CAVITY OR PENETRATI )N OF WATER `0 THE BUILDING STRUCTURAL FRAMING
COMPONENTS. SELF -AL tl ®RED MEMBR iNIES USED AS FLASHING SHALL COWLY
WITH AAMA 711. THE FL *RING SHALL 'XTEJD TO THE SURFACE OF THE EXTERIOR
WALL FINISH. APPROVE D CORROSION- ?ESISTANT FLASHINGS SHALL BE INSTALLED
AT ALL OF THE FOLLO'NING LOCATIOI St
WORW WTAL RC Or
-OYM 300 RLT am
■�sx�4 �T ox Cr 12
TIMIS!aS
PITON
91IMPOW WA20
AT LA TRUSS T
BEM/ W/O;
IOD XHa=,
AFD NAL BOIFi BGe t l R9
W/&4 OONT._�
um CO - LMC.
ALL ALL ENT OP0046
7/v F
67UO
CONOREM RD
W. WALLS Wn
VWT. AT 6' OX
EA BIDE CF I
OF&" N MO
WALL B AT ALL Ml
LAP BAR COS
BAR DIA WL PROW.
COWT. LOAD PA7H M
FOOTN6 TO TOP OP BL
COPXSEM BLOOK
DEL 7 X B' P.T. RIM JOET
W/CD 5/8' DIA AM
iAWT � W/b' EAOC
LX4 AT TOP OF
BOTTOM CHORD
Ii
A_
11011,P�4i�i4'I'i1,'.'.A
�!
14
AT aTlO LOT:aL, �
M". AT 6'AM
NAvDBB
CONCRETE BLOCK
EXT. WALLS W/tt 5
VERT. AT 6' O.C. Z
EA. SIDE OF EA;
OPENING IN BLOCK
WALL E AT ALL INSIDE
E OUTSIDE CORNERS
CONC BETE BLOCK
STEMWALL W/tt 5
VERT. AT 6 O.C. E
EA. SIDE OF EA. —
OPENING IN BLOCK
w
E 611 S
AT ZERO TAT
I/2" DRYWALL OVER
-4.1 FOIL OVER 1,12.
P.T. FURRING AT 240 O.C.
t DEL 7 X 8' P.T. RIM JOIST
W/(2) 5/8' DIA WEDGE ANCHCN2S
AT 37 O.C. W/6' MIN. EMDEDIMBdT
IN CONC.
a. ENGINEERED FL JOISTS
4 AT 16' O.C. W/ 3/4' PLYWOOD
+ GI LED E NAILED W/6 MILL VISOI EEN
W/R-30 BAT
4 '
ELEV. AT 6' A.FE.
NAVD88
BAR ENDS 48 \ TOP CHORD BEARING
BAR IA. MIN., PROVIDE 4$VG. FLOORJOISTS
CONT. L PA AT 16' O.C.
FOOTING TO
tt5 X 10 4.`'..! ,.
L2-J
DEL. 2' X 8' P.T. RIM JOIST
W/(2) 5/8' DIA WEDGE ANCHORS
AT 37 O.C. W/6' MIN. EMDEDIMENT
IN COMIC.
ENGINEERED FL JOISTS
AT 16' O.C. W/ 3/4' PLYWOOD
%GLL® E NAILED W/6 MILL VISOIEEN
/ W/R-30 BATT
fS7L9Nv 4L.L
CONCI'ETE: ." 30 INSLL
LI 4m
24' X 16 ACCESS 'ANEL
IN CRAWL SPACE 1�D37
FIRST BOOR 1 TOP CHORD BEARING
MIEATFSRF ROOF) '+\ FLOORJOISTS
AT 16" O.C.
tt5 X 10—
HOOK
L2J'
ACCESS PANEL DETAIL
LAP BAP ENDS 4
BAR, DIA. MIN. PROVID
CONT. LOAD Pf Jkl FROM
FOOTING TO TOP OF BEAM
4" CONC.
SLAB
GRADE a T
2-u5'S''�Iir
CONT '• f e. I iI I F LEAN
4 a
CONC. FOOTING
W/(2)#5'S CONT.
6
FOOTING AT ENTRYr
OA
TYPICAL CONCRETE FOOTING DETAIL N.T.S.
5V-CRIMP METAL ROOF
OVER 304 FELT OVER
19/32 COX PLY O
ENGINEERED ROC'-
TRUSSES
'SIMPSON HETA20
AT EA TRUSS TO
BEAM W/<I
IOD XI-I/2, BB'D
AND NAIL BOTH SIDES
SEE SOFFIT
FACIA DETAIL
DENSGLASS 1 W.
SOFFIT WITHIN 5' OF
PROPERTY LINE
CONTEEAM BUC
w/ara5 CONT.
USE CONC. LINTS- s
ALL ALL EXT OPENINGS
7/8' P.C.
STUCCO
CONCRETE BLOCK
EXT. WALLS W/tt 5
VERT. AT 6' O.C. E
EA SIDE OF EA --
OPENING IN BLOCK
WALL E AT ALL INSIDE
E OUTSIDE CORNERS
FILL SOLID W/CONC_
AT WEDGE ANCHORS
W/(I)#5 CONT.
CONCRETE BLOCK
EXT. WALLS W/tt 5
VERT. AT 6 O.C. E
EA SIDE OF EA:
OPENING IN BLOCK
WALL. E AT ALL INSIDE
E OUTSIDE CORNERS
AT
12
PITCH
4 /
1/7 DRYWALL OVER
R-4.1 FOIL OVER 1/2
P.T. FURRING AT 24' O.C.
ENG. ROOF TRUSSES
SAT 24' O.G.
IX4 AT TOP Cr-
BOTTOM CHORD AT
8' O.C. AND. CONT.
NAILED W/(3) 8D
COMMON EA TRUSS
DEL 7 X 8' P.T. RIM JOIST
W/(2) 5/8' DIA WEDGE ANCHORS
AT 32 O.C. W/6' MIIV. EMDEDimENT
IN CONC.
DECKING
R-30 fNSIL
`-i/7 D42YWALL
TOP CHORD BEARING
FLOCRJOISTTS
AT 16' O.C.
I/7 DRYWALLOV132 '-
R-4.I FOIL OVER 1/2
P.T. FURRING AT 24' O.C.
ENGINEERED FL JOISTS
AT 16 O.C. W/ 3/4' PLYWOOD
W/E NAILED W/6 MI � VISOLN
W/R-30 BATT
ELEV. AT 6 APE.
NAVD88
_ I LP-19 UNDER 3/4' TEG
PLYWOOD WITH 6 MILL VISOLIEEN-
ABOVE =L 24' WIDE X 18' HIGH
d ELEVATI BO PRE MAfaFACTIRED
OF FL JOTS INUM ACCESS PANEL
INSTALLED BELOW WINDOW
INTO CRAWL SPACE
TYPICAL 2 STORY WALL SECTION N.T.S.
5V-CRIMP METAL ROOF
OVER 30tt FELT OVER
19/32 CDX PLY OVBR•
ENGINEERED ROOF
TRUSSES
'SIMPSON' HETA20
AT EA TRUSS TO
BEAM W/02)�
IOD XI-I/2, BEND
AND NAIL BOTH SIDES
SEE SOFFIT
FACIA DETAIL
CONT.BEAM BLK.
WAI*5 CONT.
USE CONC. LINTEL
ALL ALL EXT OPENINGS 6" I
7/8' P.C.
CONCRETE BLOCK
EXT. WALLS W/tt 5
VERT. AT 6 O.C. E
EA. SIDE OF EA:
OPENING IN BLOCK
WALL E AT ALL INSIDE
E OUTSIDE CORNERS
LAP BAR ENDS 48
BAR, DIA MIN, PROVIDE
CONT. LOAD PATH FRONT
FOOTING TO TOP OF BEAM
CONCRETE BLOCK
STEMWALL W/tt 5
VERT. AT 6 O.C. E
EA SIDE OF EA. —
OPENING IN BLOCK
WALL E AT ALL INSIDE
6' FOOTWO OH
AT m0 LOT LPLC-'�
12
PITCH
4 �;
1/2• DRYWALL CEILING
LEE DBVS-GLAS OR EQUAL
AT GARAGE CEILING
1/7 DRYWALL OV13R
R-4.1 FOIL OVER 1/2
P.T. FURRING AT 247 O.C.
DBL 7 X 8' P.T. RIM JOIST
WAZ 5/8' DIA WEDGE ANCHORS
%-AT 37 O.C. W/6' MIN. EMIDWIMBVT
/ IN CONC.
ENGINE FL JOISTS
AT 1 O.C. W/ 3/4' PLYWOOD
`GLUED E NAILED W/6 MILL. VISQIEEV
/ W/12-30 BATT
LAP BAR END$ TOP CHORD BEARING
DIA MIN, PROM \LNG FLOOR'JOISTS
C LOAD PATH FR AT 16' O.C.
00TI 0 `
tt5 X 10 IT
HOOK
L2-J
TYPICAL I STORY WALL SECTION N.T.S.
ENGINEEREED FLOOR
JOISTS AT 16" ON (CENTER
'SIMPSON MTSIt
W/(14) IOD XI -I/'
IB�IS-GLAS
OR EQUAL
'SIMPSON SP6
TSB, W/(6)
IODXI-1/2
5/8' DIA
ANCHOR
W/(6 MIN.
• •• c �T• '
•�• •. • -w
`/7 DRYWALL
=7 X 6'
F LATE
ENGINEERED FL JOISTS
AT 16' O.C. W/ 3/4' PLYWOOD
GLUED E NAILED W/6 MILL VISOIffiV
W/R-30 GATT
'SIMPSON SP6
TSB, W/(6)
fIOD XI-I/2
7 X 6, P.T.
'BOTTOM PLATE
COL. 2' X 8' P.T. R M JOIST
WAZ 5/8' DIA ANCHORS
/-AT 37 O.C. W/6 IM EMDEDIMENT
IN CONC,
LIVING I
A3EA
BAR ENDS 48 TOP 040QD BF�(RING
BAR, DI MIN., PROVIDE . FLOORJOISTS
CONT. LO ATH AT 16' O.C.
FOOTING TOT
tt5 X10 ;; r Hoar �•' . ':) -1
FOOTING DETAIL AT ENTRY N.T.S.
BEARING HEADER SCHEDULE
SIZE
SPECIES
NAILING
OPENING
JACKS
FULL `)TUD
(2)2X6
SPF
STAGGERED
ITOC 16D
UP TO V-11
(1)
(D
(2)2X8
HEMP FIR
STAGGERED
ITOC 16D
4' TO 6
(1)
(1)
(2)2X10
HEMP FIR
�T.OACGGE ED
6'-1 TO 8'-6
(2)
(U
(2)2XI2
I-EMP FIR
STAGGERED
8'OC 16D
8'-7 TO 16
(2)
(2)
NON -BEARING HEADER SCHEDULE
SIZE
SPECIES
NAILING
OPENING
JACKS
FULL STUD
(2)2X4
SPF
STAGGERED
ITOC 16D
UP TO 3'-il
(1)
CI)
W2X6
SPF
STAGGERED
12'OC 16D
4' TO 7-8
(D
(I)
HEADER r
. 1
3/6 COW ElEAD OF CAULK
BACK BEDDING) BEHRND 54 M
To PRBVEW UOUID PASSAGE
1147 auvo SHIM-\
SET MANGE IN COW.
BED OF CAULKFACE A _
ENI FACE OF SITYNA
PERIMETER CAux—
'NO PAS
4' DIA.
I'MIN
FROM EDGE
- CORROSIVE RESISTANT TAPCOW
--; x,. SCREWS x,6Tai AS SPECIFIED
� IN WINDOW MANUF. PRODUCT APPROVAL
TYPICAL PRECAST CONC. SILL DETAIL
N075 QPNABIL SEALANTS SHALL COMPLY WITH ASTM C 920 CLASS 25 GRADE N5
OR GREATER FOR PROPER .IONT EXPANSION AND CONTRACTION
3/8' CONT. BEAD OF CAULK
BA(7X BEDDING) BEHIND BUCK
TO PREVENT UOUID PASSAGE
SET FLANGE IN CONT.
FOI /FF=llRl
I/'•
DRYWAL'-
EXTEZ
T
IJG
!' F T.
2R JG
'VULKEW SEALER UNDER I' X 4' P.T.
WOOD BUCK BEFORE NAILING, ADD A BEAD
PTO THE OUTSIDE OF THE I' X 4' BUCK
WITH 'VLL.KEW AND THEN APPLY 'VULKEM'
(VU I<EM PRINTER 190 OD- URETHANE SEALANT)
2'X8' P.T. DOOR BUCK
ATTACHED W/I/4' X 4"
I--TAPCONS06 EA.END.
e18' O.C(SNGL.LEAF)
E OIT O.C. (DBLLEA19
BRICK
SWING
DOOR JAMB ATTACHED
�W/tti0 X 3' WOOD SCREWS
e6' EA.END E 18" O.C.(SNGL LEAF)
Z 17 O.C.(DBL.LEAF)
ATTACHMENT DETAIL
WUJGEW SEALER UNDO I' X 4' P.T.
WOOD BUCK BEFORE NAILING, ADD A BEAD
TO TILE OUTSIDE OF THE I' X 4' BUCK
WITH 'VULKEM' AND THEN APPLY 'VU-KEW
(VU-KEM PRIMER 190 OD- URETHANE SEALANT)
PX6 P.T. WINDOW BUCK
ATTACHED W/1-1/7 'T'
NAILS Is 18'O.C. V62T
WINDOW FRAME
ATTACHED TO CONC,
BLOCK TH12U WOOD
'ICAL WINDOW BUCK W/I/4' X 2-1/4'
)COO TAPCONS, FILL ALL HOLES
MIN. EMBED 1-1/4'
0 _ 4 TTACHMENT DETAIL
BED OF CAULK
ERIRE FACE OF BUCK
/4° MAXIIM
P.T. IX wow 9" TO
OEMENrIOLZ
FINISH
FACE OF WINDOW OR S(
PERIMETER CAULK
DRYWALL
ATTACH AS PE2 MAMP
PRODUICT APPROVALS
ATTACH P.T. 8UCK3
TYR AUMWINDOW
W/.O99 X 1-1
AT 7 O.0
OR OpA,g
TYPICAL WINDOW E S.G.D.
JAMB DETAIL- AT t
NOTE GL NABI.E SEALANTS SHALL pObPLY WTM ASTM C 92X CLASS 25
OR GREATER FOR PROPER
JOINT EXPANSION AM CONTRA ;TION L
SQUARE ROUND
HANDRAIL DETAIL
NnT TC-) SCALE
RAILING FORCE PER CODE - 200# TOTAL OR 50 PLF
Jam- u
Y4MAY
50 PLF - 4.17 /LI.
ASSUME 4' TRIBUTARY AREA -> TOTAL LOAD - 4.17#/IN. X 4"- 16.7#
MOMENT AT BASE - 16.74 X 42" - 701# IN.
SECTION MODULUS FOR WOOD - 1/6 BH (REC' ANGLE) OR 1/6 B (30LIARE)
- 1/6 (23/16) - 0.5 IN.
BENDING STRESS - M/S - 701/0.5 - 1.402 PSI < I750 PSI (FIBER STRESS FOR Si
1' X 4" P.T. B
#10 X 1-1/4'
SSED PAN HEAD SHEET_
SLAB METAL SCREWS
FILL ALL HOLES
S.G.D
'SIMPSC
EACH
AN
DBL. I
7X
WOOD E
B07
A I ;U V.G.
WOOD FRAME ATTACHMENT TO CONCRETE
NOTE:
VULKEM SEALER AROUND
ALL EXTERIOR OPENINGS
WINDOWS E DOORS
•
:D CELL
#5 VERT.
Aso 3/16' TAPCONS /� -'-I/T DRYWALL
W/1-1/4' MIN. EMBED-/ 3/4' P.T. FURRING
AT IT O.C.
S.G.D JAMB DETAIL, N.T.S.
R703.8 FLASHING,
APPROVED CORROSION -RESISTANT FLASHING SHALL BE APPLIED 94INGLE-FAS14ION IN A MANNER TO
PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING
STRUCTURAL FRAMING COWPOrBJTS, SELF -ADHERED MINI RAPES USED AS FLASHING SHALL COMPLY
WITH AAMA 711. THE FLASHING SHALL EXTEND TO TFE SURFACE OF THE EXTERIOR WALL FINISH.
APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALL90 AT ALL OF THE FOLLOWING
LOCATIONS,
L EXTERIOR WINDOW AND DOOR OPENINGS. FLASHING AT EXTERIOR WINDOW
AND DOOR OPENINGS SHALL EXTEND TO THE SURFACE OF TILE EXTERIOR WALL FINSH
S. NALL OR TO THE WATER -RESISTIVE BARRIER FCR SUBSEOLE NTT DRAINAGE FLASHING AT
E nRICR WINDOW AND DOOR OPENINGS SHALL BE INSTALLED IN ACCORDANCE WITH
E N ONE CR MORE OF THE FOLLOWING OR OTI-E]R APPROVED METHOD,
LI Tl4E FENESTRATION MANUFACTURERS WRITTEN FLASHING INSTRUCTIONS.
12 THE FLASHING MANFACTUIPMS WRITTEN INSTALLATION INSTRUCTIONS,
IZ IN ACCORDANCE WITH FMA/AAMA 100, FMA/AAMA 200, OR
FMA/VNDMA 250.
IA IN ACCORDANCE WITH THE FLASHING METHOD OF A REGISTERED DESIGN PROFESSIONAL I
2 AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY COPST2UCTION WITH FRAME OR I
STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO COPINGS.
3 UNIDM AND AT THE ENDS OF MASONRY, WOOD OR METAL COPINGS AND SIDS
4. CONTINUOLUSLY ABOVE ALL PROJECTING WOOD TRIM
5. WH Me EXTERIOR PORCHES, DECKS OR STAIRSATTACH TO A WALL
OR FLOOR ASSEMBLY OF WOOD -FRAME OOijrRU=IOR
G AT WALL ATND ROOF INTERSECTIONS.
7. AT BUILT-IN GUTTERS.
7 DI INtt - I' �A ' 3" Fe
B -\/u 7 OI IN#/ 4' P,
m At PULL OUT FC ;'CE - 175'
7 1 IN# m B= ?UH OUT FC -'CE - 525tt MAX
#12 WOOD SCREWS 4V/1-I/8' EMBEDIMENT
HAVE WITI•IDRAWAL E! :I STANCE OF 705tt > 525#
HANDRAIL L AI ) CALCULATIONS
P.)
AS PER F.B.C.2514.3.5
METAL AND WIRE LATH SHALL BE ATTACHED TO VERTICAL WOOD SUPPORTS WITH THE
EQUIVALENT OF 4D GALVANIZED OR 6LUE COMMON NAILS DRIVEN TO A PENETRATION
OF AT LEAST 3/4 INCH (19 MM) AND BENT OVER TO ENGAGE NOT LESS THAN THREE
STRANDS OF LATI-L METAL AND WIRE LATH SHALL BE ATTACHED TO CEILING JOISTS OR
OTHER HORHZONTAL WOOD SUPPORTS WITH THE EQUIVALENT OF NO. II -GAUGE,
BARBED, GALVANIZED OR BLUE NAILS 1-1/2 INCHES (38 MM) LONG HAVING A
HEAD NOT LESS THAN 3/8 INCH (9.5 MKON DIAMETER.
SOFFIT VENTS TO E 6'X24' AT 8' O.C. MAX.
EXTERIOR CEILING/SOFFIT DETAIL
N.T.S.
ID PNEUMATIC FASTNE12S SHALL BE "HILTP COIL NAILS, TYPE C12F 1120. 1-1/7 LONG BY .120 DIAMETER UNLESS OTHERWISE NOTED.
2J FASTNERS OF EQUAL LENGTH AND DIAMETER MAY BE SUBSTITUTED FOR THOSE SPECIFIED.
MANUF.
MODEL tt
SPACING/
LOCATION
NAIL SIZE
REMARKS
PLYWOOD WALL
2-3/8' X .113 (34 DEGJ
PRUDENTIAL
SHEATHING
BUILDING MAT.
SPERMS
SEE DIAPI RAM SCHEDULE
PLYWOOD FLOOR
2-3/8' X .113 (34 DEG.)
PRUDENTIAL
SHEATHING
BUILDING MAT.
SPERMS
SEE DIAPI RAM SCHEDI LE
PLYWOOD ROOF
8D COMMON COATED
PRUDENTIAL
SHEATHING
BUILDING MAT.
SEE DIAPH2AM SCHEDULE
I' X 7 FURRING
.099 X HIT SM
INTERNATIONAL
422428
16' O.C.
STRIPS
STAPLE
WINDOW BUCKS
.120 X 1-1/7
HILTI
12' O.C.
GARAGE DOOR
1/7 X 5-1/7
RAMSET/RED EAD
24' O.C. VE12TICALLY
BUCKS
DOOR BUCKS
I/4' X 2-I/2'
INTERNATIONAL
8' O.C.
TAPCONS
STAPLE
SLIDING GLASS
.120 X 1-1/7
HILTI
17 O.C.
DOOR BUCKS
ROOF BASE
.120 X I'
CENCO
HJI5ATA
17 O.C. AT HEAD LAPS AND EVE EDGES
SH !ET
GALVANIZED
24" O.C. AT EDGE OF VALLEY SHEETS
D I APHRAM SCHEDULE
PANEL
FRAMING
DIAPHRAM
Z
I
ZONE 2
ZONE
3
EDGE
INTER,
EDGE
INTER.
EDGE
INTER.
LOCATION
PANEL GRADE
THICKNESS
SPACING
BOUNDS RIES
REMARKS
ROOF
APA RATED SHEATHING
19/32'
24' O.C. MAX
IOD
6' O.C.
IOD.
6' O.C.
100.
6' A.C.
IOD,
6 O.C.
IOD,
6' O.C.
IOD,
4' O.C.
IOD,
4' O.C.
BLOCKING
AS SHOWN
EXPOSURE I OR EQUAL
SPAN RATING 40/20
NOTED ALL ROOFING NAILS TO BE RING SHANK
NOTE TO GENERAL CONTRACTOR, ALL CONNECTIONS IN CONTACT WITH ACO MATERIAL
SHALL BE HOT DIPPED GALVANIZED MINIMUM.
NOTE TO BUILDERBUILDER SHALL COORDINATE AND REVIEW ALL FINAL ARCHITECTURAL DRAWINGS
WITH TRUSS MANUFACTURERS DRAWINGS BEFORE TRUSS MANUFACTURERS TRUSS
ENGINEERING PACKAGES AND ACTUAL TRUSSES ARE PRODUCED.
LANDING
4" CONC.
SLAB �On
CLEAN, TREATED,
COMPACTED FILL
EA. BULLNOSE
L
>x5 ALIGNED
(D EA. SIDE OF STAIRS
AND (D AT MIDPOINT
(2) RISER: AT
(1) TREAD AT IC "
(1) LANDING
I" BULLNOSE
CONCRETE
STAIRS
USE 3000 PSI
CONCRETE
ENTRY RE AR STAIR RISER
N.T.S.
IT MAX
PLYWOOD
'IMP METAL
PANEL
FIN1S1 ED
CONT. 2" X 4' OR
CEILING
2' X 6 TOP PLATE
7X4'OR7X6'
"WOOD STUDS AT 16"
O.C. (SEE PLAN)
ATTACH P.T 7 X 4"
OR 7 X 6' .BOTTOM
I;I
-PLATE TO SLAB W/5/8'
!�
{
WEDGE ANCHORS AT 24'
O.C.
16' X 16' CONC.
••> ;"'• `:II
.`: , �' OOTING WA2)
45'S CONT.
• 4
INTERIOR
BEARING WALL DETAIL
5V-CRIMP METAL
/'ROOF= PANEL
/ -r30# FELT
19/32" CDX
PLYWOOD
I. AT THE SAVE, RAKE,AT D RIDGE, FAE TEM52S SHALL BE
LOCATED NOT MORE THAN 3' AWN' FROM THE PANED. ETD.
z TI-E LEADING SIDE EDGE OF TI-E PA 4:-L SHOULD BE THE
SIDE WITH THE ANTI -SIPHON GROO\ E, EACH PANE- SIDE
WILL OVERLAP T141S CHANNEL TO PH'CVIDE A CAPILLARY BRAKE
3. m9-15 X 1-1/7 SELF DRILLING COMO, I<N RESISTANT FASTENERS
W/ SELF SEALING WA HERS AT 17 J C. AND AT 17 O.C. IN THE CENTER
THE PANS AT THEROOF: TO
MEL RIBSA I -E PANE WIDT14
HIGH POINTS OF TIE FAS ERS SHALL
HITO THE CE � ER RIS B, Tl EN E I7 TO THE NEXT, PERPENDICULAR
BE SPACED AT iz O.C. THE OVEG DIPPING PANEL THE FLAT
TO TiE SLOPE, THROIJL 3SHOWN IN TIE DETAILS HEREIN.
AREA OF TI-E PANE. A.:
5. THE PANELS FASTENIN' PATTERN / ,T THE INTERIOR RIMING
OF
THE PANEL, SHALL BE I' ! ROWS E! R DED 12' O.C. RI �NING
PARALLEL TO THE SLC OF THE R J)_.
PRE -CAST
CONC. SILL
CONC.BLK.EXT.
WALL W/1=5 VERT
AS IN FLOOR PLAN
CONC. WINDOW
SILL DETAIL
OR WOOD �OONr. 25 GAUGE METAL
AT O TRACKS TOP !: BOTLOU
2W 0-K
25 GAUGE CHANNEL SHAF M
STUDS AT 24' O.C. W/ 1/2•
GYPSLN WALL BOARD APPLIED
VERTICALLY ✓: ATTACHED W/ I -
LONG BUGLE HEAD SCREWS TO
EA SIDE AT 17 O.C.
cctl%
oOR SLAB
TYPICAL INTERIOR PARTITION
N.T.S.
T X 4' TOP PLATE
2' X 4' WOOD STUDS
SAT 24" O.C. WITH I/2'
DRYWALL BOTH SIDES
ATTACH 7 X 4'
.BOTLOU PLATE
TO FL JOISTS WITH
ttl0 X 4' WOOD SCREWS AT
V FROM EA END
24' O.C., (3) MIN.
�----FI.00R JOIST
KNEEWALL DETAIL
C4NC� FASTENES�S �� Ai'i�I!;i�?i���i.
p�iliEftESP{)NSit�ICf11'G�T���
TYPICAL I?NTAt+CT�fiOF fIECOf L`
TRUSS
ETAL DRIP FLASHING
'XT P.T. DRIP EDGE
2'X6' PRIMED R.S.
TYPICAL WALL CONTRACTOR TO USE
SEE WALL DETAILS 7/8" STUCCO OVER 3/8.
HI RIBBED PAPER BACKED
ETAL LATH OVER 'TYVEK'
W/I' PER F.B.C. 2514.3.5,
THE CONTRACTOR SHALL
SOFFIT FACIA DETAIL INSTALL 6 X 24' SOFFIT
N.T.S. VENTS o 8'-O' O.C.
*BUILDER"S WARNING*
WARNIN
LL BEARING POINTS MUS-f BE IN
RIOR TO INSTALLING ANY TRUSS
TF
S IFAILUREFOLLOW
PONENTS AS DEFINED BY WTCA 1 - 1995.
HRAMS HAVE NOT BEEN ANALYZED BY
T COAST TRUSS.
FOR USSES
IINSOTRUCTTIONS ON THN AND I�BCSF BR SUMMARY
1) FOR THE ERECTION BRACING FOLLOW INSTRUCTIONS
N THE BCSI-61 SUMMARY SHEETS
2) PERMANENT BRACING FOR THE STRUCTURE IS HE
1AAL
3)SINS7A BILW B BF OT NG AS STATED ON SEALED
STRUCTURAL DATA, NUMBER OF GIRDER AND
RUSS
PLIES AND THE CONHER& OUR DESIGN NECTION
q INFORMATION.
ERATIONS AND/ A E SIRS TO TRUSSES IN ST APPROVE
DESIGN DEPARTMENT APPROVES THEM IN ADVANCE
ALL HANGERS ARE SIMPzION STRONG -TIE L VLESS
OTHERWISE NOTED. INSTALL HANGERS A( :ORDING
TO THE CURRENT SIMPSON STRONG -TIE C, TALOG
CONNECTOR SCHEDULE (Sim )son)
Date: 3/31/16
Contractor: Mel-Ry
----.
Owner: Litynskyj
Notes:
(1) 2 Pry ' Truss 10 block connecdom are marked "WA unless otherwise
(2) FL Trusses to Ledgers mark "QQ"; skewed at an )led wall.
ec in Layout,
Truss Mfgr: East Coast #J31172
Layout Date: 3/25/16 -
Engr. Date: 3/25/16
First Floor Trusses
TRUSS
ID
BRNG
PT.
QTY
CONNECTOR'
ID
FASTENERS
CONINE CTED ELEMENT
ALLOW'
UPLIFT
REMARKS
A
1
HETAL 20
(14) 10d x 1-1/72
TT ly to Tie Beam
-' 16 MAX
1810
1050
MM
1
H10A
(18) 'IOd x 1-10
Tm;s to Top Plate
Bet e_e_n Stutls�
NN
1
H10S
(8) 8dxl-1/2 to trusses + plates & (8) 10d studs
l russ to Stud
890
1065
760
_
RR
1
SPH-
10)10dxt-1/2
Tc ) Plate to Stud
Bott, M Plate to Stud
SS
1
SP-
(8) 10d x 1-1/2
XX
1
Meta 12
(7) 10d x 1-1/2
PO ;t to Tie Beam
_
1450
ZZ
1
LUS46
(30)10d
_
1165
CD
N
4 1 /211
boW
1' 14"
60
1' 14"
0
12
41
23'-6"
NAVC
PFE
18 3 -
4X2 FLOOR
TRUSSF 15'-5' f F E
NAVD8 3
DBL. 2X
LEDGER BY
BUILDER
4X2 FLOOR
—DBL. 2X (,:.
LEDGER BY,
BUILDER
6'-01' ' E
NAVDE 8
r.
00
l
TRUSS PL `�
CEMENT PLAN t-%/
1
1,
n
BEARING ELEVATIONS
4'-0" A.F.F.
L-1 = (2) 2X EDGER BY BUILDER TOP @ 3'-£
. fr�'t� 1D11 AgIA4 13b(_i.5 llvw0,G.
NOTE:
FG01-A G.T.'S ARE 24" DEEP,
HANGERS ARE 24" DOWN
FROM TOP OF FLOORS.
l
CID
w
*BUILDER"S WARNING*
.GWEERW
TRUSS SYSTEMS
TIMBER
'..WC7S
AS DEFINED BY WTCA 1 - 1995.
HAVE NOT BEEN ANALYZED BY
1) FOR THE ERECTION BRACING FOLLOW INSTRUCTIONS
N THE BCSI-Bt SUMMARY SHEETS
STRUCTURAL DATA NUMBER OF GIRDER AND
RUSS
DESIGN DEPARTMENTP THEM IN ,
AF ROVES THDIAPHRAMS
ALL HANGERS ARE SIMPSON STRONG -TIE U
LL BEARING POINTS MUST BE INS A -LED
EAST COAST TRUSS.
2) PERMANENT BRACING FOR THE STRUCTURE IS HE
PLIES AND THE CONNECTION INFORMATION.
:DVANCE]COMPONENTS
OTHERWISE NOTED. INSTALL HANGERS AC
RIOR TO INSTALLING ANY TRU SSE�S! =AIL RE
ORLLOWCNSON AND TRUCTIONS ON THION E BCOSF B1R SUMMARY
3) INUSSES STALL LITY OF OTHERS. WEB BRACNG AS STATED ON SEALED
AOUR DESIGN DEPARTMENT LTERATIONS AND OR REPAMRS TO UST TRUSSSES INVE
TO THE CURRENT SIMPSON STRONG -TIE CF
R LL VOID ALL
Q SEALED ENGINFERE
EF AWMnR
AnVANQF
12
41
4 1 /2"
23'-6" At=E
NAVD8F
■
�—DBL. 2X I
LEDGER BY
N BUILDER
r
M
r
4X2 FLOOR
6'-0" AF E
1' 4" NAVD83
o I— DBL. 2X
d LEDGER BY
BUILDER
<S-
N
TRUSS PLACEMENT PLAN 2L-`
BEARING ELEVATIONS
L-2 = (2) 2X8 LEE GE,R BY BUILDER TOP @ 13'-211 A.F.F.
Truss Connector Total List
Manuf Product Qty
HHUS48 8
Simpson HLIS28-2 1
Simpson THIA422 1
CONNECTOR SCHEDULE (Simpson)
Date: 3/31/16
Noles`
Contractor: Mel -Fly
Contractor: Mel -Hy—
0) Sirgle Ply Tess ID block connections are marked -A- bless otherwise rated on gy 9A.
_42) 2 Ply Truss to block connections are marked - WW u i ess olherwlse noted on layout.
Owner: Litynskyj
(3) Where a truss has fewer plies than specified connesiors design, use multiple blocks as required of 3/4'x6 fill
Truss Mfgr. East e-oast #J31172
earl side of truss, 3 attach each block with 6-10d nails,
(4) PrD *A' at each vertical of Cable End Trusses to Band Beare
Layout Date: 3/25/16
_ (5) Attach V 3 ATV at each end with mark W plus one at center for lengths exceskl 14 feet.
Engr. Date: 3125116
(6) Atltach Piggybacks per truss manufacd+er specifications
S2C0Dd Floor Trusses
(7) FL Trusses to Ledgers mark "LC'
TRUSS'
BRNG
QT7 CONNECTOR;..
FASTENERS
ALLOW i REMARKS
ID
PT.
ID
;CONNECTED ELEMENTS
UPLIFT
A
1 HETAL 20
(14) 10d x 1-1112 1 Ply to Tie Beam
MAX
tBMAX 10
B
2 HETA 20
(10) 10d x 1-1/12 2 PIy to Tie Beam
2150
D
2 HHETA 20
(12) 2Od Each Header 3 PIy to Tie Beam
2500 ,Opp. Sides
K
1 HHUS210-3
(30)16d to Ledger (10) 1t3d to Truss 3 PIy to Wall
5635
�}(-
Q
1 HTSM16
(8) 10d x 1-1/2 & (4) 1/4 x 2-1/4 TC 1 Ply to Tie Beam--
„T5
LL
1 H2.5A
_
(10) 18d Truss to Tie Beam
535
VAN 1 HU210-2 I
(10) 10tl to joist (18) 16d to Ledger
2680
r
EAST COAST TRUSS
5285 ST. LUCIE BLVD. FT. PIERCE, FL 349646
OFFICE: (772) 466-2480 FAX: (7721466-5336
USTOMER:Mel-Ry Construction
OB NAME:Litynski Residence
DDRESS:1308 Nettles Blvd.
ITY/CNTY: Port St. Lucie / St. Lucie
Order
`/' OB #
o' ODEL 2nd Floor Floors
w ARAGE
F-
co Q FT 5
2E ATE 03-25-2016 �= oo
61C15S-31.003 (3) (c), EoXS7T"CntXST752U'SS i2
"TrussTrusses are de ignedTn'aCclrtle with the
Florida Building Code
approving this placement plan(s), signatured anywhere on this sheet, the
sterner or his representitive acknowledges that this placement plan complis
th the structural intent of the project.
The customer also acknowledges that this approval authorizes EAST
)AST TRUSS to manufacture these trusses and deliver them to the project
ficated on this drawing.
The customer also acknowledges that he/she accepts financial
sponsibility for any repair, engineering, and labor required due to errors
Ter than those of EAST COAST TRUSS.
signe(J:
ODE: = FBC2014/TP12007/ASCE 7-1
ESIGN CRITERIA = MWF
CCLIPANCY CATEGORY = II
XPOSURE = D
WF SPEED = 170
UILDING TYPE = Enclosed
EAN HEIGHT = 15'
GRAVITY LOADS
LOOR: DUR FACTOR= 1.0
SF=TCLL - TCDL- BCLL-BCDL
40-10-00-05
)F: DUR FACTOR= 1.25
="TCLL - TCDL - BCLL - BCDL
20-15-*10-10
`NON -CONCURRENT- BC--Lel0psf
UNLESS SHOWN ON ENGINEERED TRUSS
DRAWING.
ALL GIRDER/COLUMN LOADS MUST
BY-PASS FLOOR TRUSS UNLESS SHOWN
ON ENGINEERED TRUSS DRAWING,
FLOOR TRUSSES SPANNING 20'-0" OR MORE
MUST BE SET WITH A SPREADER BAR, THE
SPREADER BAR SHOULD BE AT LEAST 1/2 TO
213 IN LENGTH AS THE SPAN OF THE TRUSS
BEING SET.
REFER TO BCI-B1 FOR COMPLETE
ERECTION AND SAFETY PROCEDURES.
SUPPORT ANY PLANT SHELVES
tuff siona6 F ff� =32831
Pout St. Lucie. Ft. 34 52-3212
Fax(77"1489-31135
1 r ,�
1
1
��F,p ASTENERS OR ATTACHMENTS
ARE T RfSPONSISILRY OF THE
TRACTOR V REM
*BUILDERIIS WARNING*
ENGINEEPED
TRUSS sysl
TMBER
PRODU=
-CJ1
f'
WARNIN
D
LL BEARING POINTS MUD T BE INST :FAILURE
RIOR TO INSTALLING AN" TRUSSE:
WILL VOID ALL WAR.
COMPONENTS AS DEFINED BY WTCA 1 - 1995.
HAVE
EAST COAST T USS. T BEEN ANALYZED BY
FOLLOW IINSON AND TRUCTTIO STON THION EF SCOF TRUSSES SI 61 SUMMARY
1) FOR THE ERECTION BRACING FOLLOW INSTRUCTIONS
2 THE
BRACING FOR THE STRUCTURE IS HE
LITY OF OTHERS.
3) IINSTAL1 B BRACING AS STATED ON SEALED
-AnVANQF
STRUCTURAL DATA, NUMBER OF GIRDER AND
PLIIES AND THE CONNECTION INFORMATION.
OUR DESIGN ENT MUST APPROVE
ALTERATIONS AND/OR
ADVANCE
DESIGN DEPARTMENT APPROVES THEM ItDIAPHRAMS
OTHERWSS ALL ISE NOTERS E DSI INSTALL SHANNGERS F JCORDSNG
TO THE CURRENT SIMPSON STRONG -TIE C ATALOG
III') LO
to
61411
2
U24 a
O n
fV U24 Ln
I
N
0
u
y� w w li
1 t r
•
CONNECTOR SCHEDULE 51! pson)
Date: 3/31/16
Contractor: Mel-Ry
Notes:
(1) Single Ply Truss 10 block connections are man ad A unless otherwise nr ad on layout.
(2) Single Ply Truss to Frame connections are ma <ed "MM & NN"
(3) Attach MV at each end with mark "X"
(4) Studs Top "RR"/ Bottom "SS"
Owner: Litynskyj
Truss Mfgr: East Coast #J31172
Layout Date: 3125116
Engr. Date: 3125/16
170D Roof
TRUSS
ID
BRNG
PT.
OTY
I CONNECTOR
ID
FASTENERS
Cot NECTED ELEMENTS
ALLOWI
UPLIFT
REMARKS
A
1
HETAL 20
(14)10d x 1-1112
1 Ply to Tie Beam
1116 MAX
1810
MM
1
H10A
(18)10d x 1-1/2"
Truss to Top Plate
B ween Studs
1050
NN
1
H10S
(8) 8dx1-1/2 to trusses + plates & (8) 10d studs
Truss to Stud
890
RR
1
SPH-
(10) 10dxl-1/2
Top Plate to Stud
1065
SS
1
SP-
(6)10d x 1-1/2
1 Dttom Plate to Stud
760
XX
1 -
Meta 12
(7) 10d x 1-V2
Post to 1 ie Beam
1450
ZZ
1
LU546
(30)10d
1165
LO
M
41
4 1 /2" 23'-6" AFE
NAVD88
9
DBL. 2X
LEDGER BY
BUILDER
4X2 FLOOR
• .:
LEDGER BY
BUILDER
G11MIMA1M"
BEARING ELEVATIONS
Truss Connector Total List
Manuf Product Qty
HUS26 1
U24 2
BEARING ELEVATIONS-
L-2 = (2) 2X8 LEDGER BY BUILDER
TOP @ 13'-2" A.F.F.
Truss Connector Total List
Manuf Product Qty
HHUS26-2 1
HHUS48 8
H U S28-2 2
Simpson THA422 1
7
• •- ` �1.
t
'��+ram �•
• 1
1 • • !'.
III No Soln. 1 M
tic �1�
1 •
III = III
• 1 - 11
�IIc 1 �=- IL
�IIC ,� - 11� •
1 : Ili
11 .
alc �n �r ��I��t •
�'II 1 • : 1 : 1R 1 1
►'I I• :.EMmill . ,
y• i
06
► I
y .. • 1
I) ► r
•/I
♦1 _ ■ ■ ■ ■ li 1 ��� ••
_. ; —ce ce^ -
► _ • _ 1 • ►0 •
'-
_. _
149
.,• W,WO
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EAST COAST TRUSS
5285 SF. LUCIE BLVD. FT. PIERCE, FL 349646
OFFICE: (712) 466-2480 FAX: 1772J466-5336
1101111
USTOMER:Mel-Ry Construction
JOB NAME:Litynski Residence
4.DDRESS:1308 Nettles Blvd.
ITY/CNTYPort St. Lucie / St. Luci(
TMOrder
JOB #
kATE
Roof
E
Q
g3-25-2016 = o0C15S-31.003 (3) (c), e
"Truss Bema lr ¢ell"
Trusses are design¢ a c ce with the
Florida Building Code
A
' approving this placement plants), signatured anywhere on this sheet, the
1
stomer or his representitive acknowledges that this placement plan complie
1
th the structural intent of the project.
1
The customer also acknowledges that this approval authorizes EAST
1
)AST TRUSS to manufacture these trusses and deliver them to the project
ficated on this drawing.
The customer also acknowledges that he/she accepts financial
1
sponsibility for any repair, engineering, and labor required due to errors
ier than those of EAST COAST TRUSS.
1
signed:
=
ODE=FBC2014/TP12007/ASCE 7-1
ESIGN CRITERIA = MWF
CCUPANCY CATEGORY = II
XPOSURE = D
WF SPEED =170
UILDING TYPE =Enclosed
EAN HEIGHT =15'
GRAVITY LOADS
LOOR: DUR FACTOR= 1.0
SF=TCLL - TCDL- BCLL-BCDL
40-10-00-05
tOOF: DUR FACTOR= 1.25
'SF=TCLL - TCDL - BCLL - BCDL
20-15-*00-10
LOADS PER FBC FTW=
'NON -CONCURRENT BC ILL 10psf
UNLESS SHOWN ON ENGINEERED TRUSS -
DRAWING.
ALL GIRDER/COLUMN LOADS MUST
BY-PASS FLOOR TRUSS UNLESS SHOWN
ON ENGINEERED TRUSS DRAWING.
FLOOR TRUSSES SPANNING 20'-0" OR MORE
MUST BE SET WITH A SPREADER BAR. THE
SPREADER BAR SHOULD BE AT LEAST 1/2 TO
2/3 IN LENGTH AS THE SPAN OF THE TRUSS
BEING SET.
REFER TO BCI-B1 FOR COMPLETE
ERECTION AND SAFETY PROCEDURES.
SUPPORT ANY PLANT SHELVES
HARVEY E. KOEHNEN
Professional Engineer PE-32831
7205 Elyse cin4e
Port St. Lucie, FL 34952-3212
Fax (772)489-3035
O
TRUSS PLACEMENT PLAN `RD 0 (-'
M
m
M
5)
v
'v
FOUNDATION PLAN
SCALE: l/4" = V-0"
0
0
0
0
cp
(V
HELICAL PIEF;
FOUNDATION SCHEDULE
MARK
W x D x L
REINFORCEMENT
NOTES
F-1
24" X 20" X CONT.
(3) #5 BARS CONT.
#3 STIRUPS @ 12" O.C.
HELICAL PIER DETAIL
SCALE: 1" = 1'-0"
ROOF, SEE ARCHITECTURALS
P.E. TRUSSES Q 24" O.C. MAX:
CDX PLYWOOD SHEATHING
SEE ARCHITECTURALS FOR
ADDITIONAL INFORMATION
=PRECAST
SEE ARCHITECTURALS
FOR FINISHES
CONC.FOOTER
SEE FOUNDATION
SCHEDULE
HELICAL SS5
'IER SHALL BE
OF SAFELY
'ING AN ALLOWABLE
RCE. PU = 50 KIPS.
TRUSS CONNECTION
PER SCHEDULE
W/ MOISTURE BARRIER
(2) U-BLOCKS
W/ 45 CONT.
PROVIDE 8" PRECAST LINTEL
W/ #5 CONT. FULLY GROUTED
OVER OPENINGS
8" CMU IN RUNNING BOND
W/ LADDER TYPE HORIZ. REiNi.
EVERY OTHER COURSE
SEE ARCHITECTURALS
FOR FINISH & INSULATION
#5 DOWELS @ EA VERT. BAR
W/ 90 DEG. HOOK
P.E. 16" DEEP FLOOR TRUSSES
@ 24" O.C. TYP.
CONC.FOOTER
SEE FOUNDATION SCHEDULE
HELICAL PIER
SEE DETAIL
TYPICAL WALL SECTION
SCALE: 1/2" = V-0"
STRUCTURAL-MNERAL NOTES:
DESIGN CRITERIA AND LOADS
1. WIND DESIGN:
WIND SPEED (MPH) V(ADJ)=124 V(ULT)=160
RISKCATEGORY I/
EXPOSURE CATEGORY C
ENCLOSURE CLASSIFICATION ENCLOSED
INTERNAL PRESSURE COEFFICIENT CPI =+/- 0.18
TOPOGRAPHIC FACTOR KZT =1.0
2. CONTRACTOR HAS THE RESPONSIBILITY TO NOTIFY THE SER OFANYARCHITECTURAL, MECHANICAL,
ELECTRICAL, OR PLUMBING LOAD IMPOSED ONTO THE STRUCTURE THAT DIFFERS FROM, OR THAT IS
NOT DOCUMENTED ON THE ORIGINAL CONTRACT DOCUMENTS (ARCHITECTURAL/ STRUCTURAL/
MECHANICAL/ ELECTRICAL OR PLUMBING DRAWINGS). PROVIDE DOCUMENTATION OF LOCATION, LOAD;
SIZEAND ANCHORAGE OF ALL UNDOCUMENTED LOADS IN EXCESS OF 400 POUNDS. PROVIDE
MARKED -UP STRUCTURAL PLAN INDICATING LOCATIONS OFANYNEW EQUIPMENT OR LOADS. SUBMIT
PLANS TO THEARCHITECT/ENGINEER FOR REVIEW PRIOR TO INSTALLATION
GENERAL REQUIREMENTS
1. THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE "FLORIDA BUILDING CODE
(FBC)'; FIFTH EDITION, HEREAFTER REFERRED TO AS THE FBC, AS ADOPTED AND MODIFIED BY THE
AUTHORITYHAVING JURISDICTION (AHJ).
2. WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINGS, USE THE LATEST EDITION OF THE STANDARD
UNLESS A SPECIFIC DATE IS INDICATED. REFERENCE TO A SPECIFIC SECTION IN A CODE DOES NOT
RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE STANDARD.
3. REFER TO THEARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL AND PLUMBING DRAWINGS FOR
ADDITIONAL INFORMATION INCLUDING BUT NOT LIMITED T0: DIMENSIONS, ELEVATIONS, SLOPES, DOOR
AND WINDOW OPENINGS, NOMBEARING WALLS, STAIRS, FINISHES, DRAINS, WATERPROOFING, RAILINGS,
CURTAIN WALLS, DEPRESSIONS, MECHANICAL UNIT LOCATIONS, AND OTHER NONSTRUCTURAL ITEMS.
4. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND ALL JOB
RELATED SAFETY STANDARDS SUCH AS OSHA AND DOSH (DEPARTMENT OF OCCUPATIONAL SAFETY
AND HEALTH).
5. THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND EXTENT OF THE
PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK. ARCHITECTURAL DRAWINGS
SHALL GOVERN THE WORK FOR ALL DIMENSIONS.
6. PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS AND DETAIL
DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL NOTES.
7. ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS MAYBE
SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THEARCHITECT/ENGINEER FOR REVIEW.
ALTERNATE MATERIALS THAT ARE SUBMITTED WITHOUT ADEQUATE TECHNICAL DOCUMENTATION OR
THAT SIGNIFICANTLYDEVIATE FROM THE DESIGN INTENT OF MATERIALS SPECIFIED MAYBE RETURNED
WITHOUT REVIEW. ALTERNATES THAT REQUIRE SUBSTANTIAL EFFORT TO REVIEW WILL NOT BE
REVIEWED UNLESS AUTHORIZED BY THE OWNER.
8. ALL STANDARD NOTES AND DETAILS CONTAINED HEREIN ARE TYPICAL UNLESS NOTED OTHERWISE.
CONTRACTOR'S COORDINATION
1. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING DETAILS AND ACCURACY OF THE WORK WITH
ENGINEER AND OTHER TRADES, FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND
DIMENSIONS; FOR SELECTING FABRICATION PROCESSES; FOR TECHNIQUES OF ASSEMBLY, AND FOR
PERFORMING WORK IN A SAFEAND SECURE MANNER.
2. DISCREPANCIES,OMISSIONS, OR INCONSISTENCIES WITH APPLICABLE CODE REQUIREMENTS SHALL BE
BROUGHT TO THEATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE WORK.
3. THE CONTRACTOR SHALL VERIFYALL DIMENSIONS AND CONDITIONS AT THE SITE. CONFLICTS BETWEEN
THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE
ENGINEER BEFORE PROCEEDING WITH THE WORK.
STRUCTURAL CANTIFICAT/ON
1. 1 CERTIFY THAT THE PLANS AND SPECIFICATIONS COMPLY WITH THE STRUCTURAL PORTION OF THE
FLORIDA BUILDING CODE FIFTH EDITION.
2. 1 ALSO CERTIFY THAT STRUCTURAL ELEMENTS DEPICTED ON THESE PLANS PROVIDEADEQUATE
RESISTANCE TO THE WIND LOADS SPECIFIED IN SECTION 16091N THE FBC AND CHAPTER 3IN THE
FBC-RESID€NTIAL.
FOUNDATION AND SLABS ON GRADE
1. FOUNDATION IS DESIGNED BASED ON PRESUMPTIVE SAFEALLOWABLE BEARING PRESSURE OF 2,000
PSF. CONTRACTOR SHALL VERIFY THAT THE MINIMUM BEARING PRESSURE IS OBTAINED PRIOR TO
FOOTING PLACEMENT.
2. THE ARCHITECT/ENGINEER ASSUMES NO RESPONSIBILITY FOR ANY INTERPRETATION THAT THE
SUBSURFACE CONDITIONS DESCRIBED IN THE TEST BORING LOGS OCCUR CONSISTENTLY
THROUGHOUT THE JOB SITE. TEST BORINGS ARE INCLUDED ONLY TO ASSIST THE CONTRACTOR
DURING BIDDING AND SUBSEQUENT CONSTRUCTION AND REPRESENT SOIL CONDITIONS ONLY AT
THE SPECIFIC LOCATIONS AND AT THE PARTICULAR TIMES THEY WERE TAKEN.
3. REINFORCED FOUNDATION REQUIREMENTS USED IN THE DESIGN.,
a. MINIMUM DEPTH BELOW FINISHED GRADE......................V-0"
b. MAXIMUM ALLOWABLE BEARING CAPACITY .....................2,000 PSF
c. MODULUS OF SUBGRADE REACTION .............................. 200 PCI
d. PASSIVE LATERAL PRESSURE ........................................... 250 PSF
e. ACTIVE LATERAL PRESSURE (UNRESTRAINED) ............55 PSF
f. ACTIVE LATERAL PRESSURE (RESTRAINED)...............35 PSF
g. COEFFICIENT OF SLIDING FRICTION ...........................0.4
4. ALL FOUNDATION CONCRETE SHALL BE CAST IN THE DRY. DEWATERING OPERATION SHALL BE DONE
IN SUCH A WAY THAT GROUND WATER LEVELS OUTSIDE THE SITE WILL BE MAINTAINED TO AVOID
SETTLEMENT AND DAMAGE TO NEARBY BUILDINGS AND STRUCTURES.
5. SYNTHETIC FIBER REINFORCEMENT SHALL COMPLY WITH ASTM-C-1116, AND THE DOSAGE AMOUNT
SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATION BUT NOT LESS THAN 1.2
LBS/CY
6. WELDED WIRE FABRIC SHALL CONFORM TO A.S.T.M. A185 (LATEST EDITION), AND BE SUPPORTED ON
SLAB CHAIRS SPACED AT T -0 0. C.. MAXIMUM.
7. THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM COMPRESSIVE
STRENGTHS A T 28 DAYS AND THE WATER/CEMENT RATIO IS THE MAXIMUM. THE SPECIFIED SLUMP IS
THE MAXIMUM PRIOR TO THE ADDITION OF ADMIXTURES. CONCRETE SHALL BE STANDARD WEIGHT
CONCRETE (145 PCF).
ITEM OF STRENGTH AGG SLUMP WATER/CEMENT
CONSTRUCTION (PSI) (IN) (IN) (LB/LB)
FOUNDATION 4,000 1 24 0.50
9. FOR SITE PREPARATIW REMOVE DELETERIOUS MATERIAL SUCH AS VEGETATION, ORGANIC SOILS
AND ROOT ZONES, EXISTING FILL, OR LOOSE, SOFT FROZEN, OR OTHERWISE UNSUITABLE
MATERIALS FROM BELOW THE PROPOSED FOUNDATION AREAS.
10. SOIL BENEATH SLABS AND FOOTINGS SHALL BE EXCAVATED AS REQUIRED TO REMOVEALL ORGANIC
AND DELETERIOUS MATERIALS. PLACE CLEAN SAND FILL IN MAXIMUM OF 12 INCH LIFTS. SUBGRADE
AND EACH LIFT SHALL 13E COMPACTED TO A MINIMUM OF 95 PERCENT OF ITS MODIFIED PROCTOR
VALUE IN ACCORDANCE WITH ASTM D 1557,
11. SUBGRADE SHALL BE UNIFORM OVER THE ENTIRE FOUNDATION AREA, DEPRESS SLABS ON GRADE
FOR FLOOR FINISHES PER ARCHITECTURAL DRAWINGS.
12. FOUNDATIONS SHALL BEAR ON EITHER COMPETENT NATIVE SOIL OR COMPACTED STRUCTURAL FILL
AS PER THE GEOTECHNICAL REPORT. EXTERIOR PERIMETER FOOTINGS SHALL BEAR NOT LESS THAN
24 INCHES BELOW FINISH GRADE, UNLESS OTHERWISE SPECIFIED BY THE GEOTECHNICAL ENGINEER
AND/OR THE BUILDING OFFICIAL.
13, PROVIDE 6 MIL 'VISQUEEN' VAPOR BARRIER UNDER ALL SLABS ON FILL (UNLESS OTHERWISE NOTED
ON PLANS).
14. THE CONCRETE FOR ELEVATOR WALLS BELOW GRADE SHALL BE INTEGRALLY DAMP -PROOFED WITH
HYDRATITE LIQUID' OR ENGINEER -APPROVED EQUAL, IN ACCORDANCE WITH MANUFACTURER'S
RECOMMENDATIONS.
15. COLUMNS, BEAMS, WALLS OR ANY OTHER STRUCTURAL MEMBER PENETRATING SLABS ON FILL SHALL
BE ISOLATED By PRE -MOLDED JOINT FILLER (1/2"THICK) COMPLYING WITH ASTM D1752, TYPE 1.
16. TOPS OF FOOTINGS AND SLABS ON GRADE SHALL BE AS SHOWN ON PLANS WITH VERTICAL
CHANGES AS INDICATED WITH STEPS IN THE FOOTINGS; LOCATIONS OF STEPS SHOWN AS
APPROXIMATE AND SHALL BE COORDINATED WITH THE CIVIL GRADING PLANS TO ENSURE THAT THE
EXTERIOR PERIMETER FOOTINGS BEAR NO LESS THAN 24 INCHES BELOW FINISH GRADE, OR AS
OTHERWISE INDICATED BY THE GEOTECHNICAL ENGINEER OR BUILDING OFFICIAL.
IT NON -EXPANSIVE BACKFILL SHALL BE PLACED IN CONTROLLED LIFTS NOT TO EXCEED 12 INCHES AND
SHALL BE COMPACTED TO AT LEAST 95% OF LABORATORY MAXIMUM DENSITY (ASTM D 1557).
18. AREA DRAINAGE SHALL BE DIRECTED AWAY FROM THE FOUNDATION.
19. GENERAL CONTRACTOR SHALL INSTALL ALL PIPE SLEEVES, BOXED OPENINGS, ANCHOR BOLTS, ETC.,
AS REQUIRED FOR THE VARIOUS TRADES. WALL POCKETS TO RECEIVE BEAMS AND SLABS SHALL BE
PROVIDED AS REQUIRED FOR THE SUPER -STRUCTURE. SHOP DRAWINGS SHOWING THE POSITION
OF OPENINGS SHALL BE SUBMITTED TO THE CONTRACTING OFFICER PRIOR TO PLACEMENT OF
CONCRETE.
20. LOCATE SA WCUTS PER PLAN OR IF NOT SHOWN ON PLANS COMPLY WITH ACI 224.3,
21. IN NO CASE SHALL TRUCKS, BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTED CLOSER
THAN 8'-0"FROM ANY FOUNDATION WALL UNLESS APPROVED BY ENGINEER.
HELICAL PIERS
1. ALL PIERS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS.
2. PIERS SHALL HAVE A MINIMUM ALLOWABLE CAPACITY AS SHOWN ON PLAN.
3. LOCATION, SPACING, ANGLE OF INSTALLATION AND NUMBER OFFERS SHALL BE AS SHOWN ON
PLANS.
4. THE HELICAL PIER SHALL BE INSTALLED IN A SMOOTH, CONTINUOUS MANNER. SUFFICIENT DOWN
PRESSURE SHALL BEAPPLIED TO ADVANCE THE HELICAL PIER.
5. EXTENSIONS SHALL BE COUPLED TO THE HELICAL PIER USING THE BOLTS PROVIDED BY THE
MANUFACTURER.
6. HELICAL PIERS SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO REACH THE
CAPACITY SHOWN ON THE PLANS. ALL PIERS SHALL EXTEND 15' MIN. INTO GROUND.
7. THE INSTALLATION TORQUE SHALL AT NO TIME EXCEED THE APPROVED RATING FOR THE SECTION
IN ORDER TO PREVENT DAMAGE TO THE SECTION.
B. IF UNDERGROUND OBSTRUCTIONS ARE ENCOUNTERED DURING THE INSTALLATION, ENGINEER
SHALL BE NOTIFIED IN WRITING TO APPROVE THE RELOCATION OF THE PIER.
9. CONCRETE TO RECEIVE BRACKET SHALL BE SMOOTHED AND/OR NOTCHED FREE OF DIRT, DEBRIS
OR LOOSE CONCRETE TO PROVIDE FIRM BEARING SURFACE FOR THE PIER BRACKET
REINFORCING STEEL SHALL NOT BE CUT.
10. EDGE OF FOOTING OR 4LAB TO BE UNDERPINNED IS EXCAVATED TO EXPOSE THE BOTTOM OF THE
CONCRETE TO A WIDTH OF AT LEAST 34 INCHES AND TO A DEPTH OF AT LEAST 12 INCHES BENEATH
THE BASE OF THE FOUNDATION ELEMENT.
11. INSTALLER MUST PROVIDE A LOG WITH THE FINAL DEPTH, TORQUE AND LIFTING FORCE FOR EACH
PIER.
ABBREVIATIONS
AB
-ANCHORBOLT
FTG
FOOTING
AH✓
-AUTHORITYyAVINGJUR/SDICTION
HORZ
HORIZONTAL
ALT
-ALTERNATE
IN
INCHONCHES
BOTT
-BOTTOM
MAS
MASONRY
CMU
- CONCRETE VASONRYUNIT
MAX
MAXIMUM
COL
-COLUMN
MFR
-MANUFACTURER
CONC
-CONCRETE
MIN
-MINIMUM
CONT
.CONTINUOtt
M/SC
-MISCELLANEOUS
DIA
-DIAMETER
MPH
-MILESPERHOUR
DIM
- DIMENSION
NTS
- NOT TO SCALE
DN
-DOWN
OC
-ONCENTER
EA
-EACH
PSF
-POUNDSPERSOLAREFOOT
REV
-REVATON/&EVATOR
REV
-REVISION/REVSED
ENGR
-ENGINEER
SCHED
-SCHEDULE
EW
- EACH WAY
TYP
-TYPICAL
EXIST
-EXISTING
UNO
-UNLESSNOTEDOTHERW/SE
EXP
- EXPANSION
VERT
- VERTICAL
EXT
-EXTERIOR
W/
-WITH
FBC
- FLORIDA BUILDING CODE
W/O
-WITHOUT
FF
-FINISHFLOOR
WWF
- WELDED WIRE FABRIC
FND
-FOUNDATION
WWM
- WELDED WIRE MESH
FT
-FEET/FOOT
#5
- STEEL REINFORCING BAR(RENR) #5(518)
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FL. P.E.#61000'
DATE: 3•-!
SHEET
1
OF 1
16-0067
90101751196*11