HomeMy WebLinkAboutBUILDING PLAN PAGE 16--36s.l .
7
LL „ .... Planning & Development Services Department
W
•
Building & Regulations Division
Product Review Affidavit
Building Permit #
Owners Name
Applicant
Product
Opening Design
Product Rated
Manufacturer
Model #
Product Approval
Glass Type
Method of Attachment
Pressure
Design Pressure
Number
1/4" concrete screw 6" edge distance @head, 4" edge
Swing door
(+36) / (-47)
(+67) / (-67)
Therma-Tru
Smooth Star
FL20461.17
N/A
distance @jamb, 4" each side of transom centerline to
bucking. Fastener spacing @ 15" o/c max. @head and
jamb. Min. embedment of all anchors to be 1 1/4"
Type 1: 3/16" or 1/4" ELCO Ultracon anchor 6" max. from
corners, 11 3/4" o/c at jamb, 16" @ head. 1 1/4"
embedment. Type II: 3/16" or 1/4" ITW concrete tapcon
SH Window
+38
( ) / (-48)
(+50) / (-50)
Ply Gem
Ply Gem 1500
FL16103,1-R9
Non Impact
anchor. 6" max. from corners, 7 1/4" o/c at jamb, 10 1/4"
@ head. 1 1/4" embedment. Two additional tapcons
midspan and one at lower frame required vertically each
side. Install per manufacturers recommended
requirements.
Type 1: 3/16" or 1/4" ELCO Ultracon anchor 6" max, from
corners, 14" o/c at jamb, 10" @ head. 1 1/4" embedment.
Type II: 3/16" or 1/4" ITW concrete tapcon anchor. 6" max.
SH Window (Integral
(+38) / (-48)
(+50) / (-55)
Ply Gem
Ply Gem 1500
FL16100.1-R6
Non Impact
from corners, 8 1/2" o/c at jamb, 6" @ head. 1 1/4"
Mulled)
embedment. Eight additional tapcons top and bottom
required horitontally, one midspan vertically each side.
Install per manufacturers recommended requirements.
1/4" concrete tapcon anchor. 2 1/2" minimum edge
Sliding Glass Door
(+33) / (-41)
(+50) / (-50)
Ply Gem
Builders Series
FL14634.2-R3
Non Impact
distance. 6" max o/c from corners and 20 3J4" max o/c
4780
elsewhere top, vertically and bottom. 2 1/2" min
embedment.
1/4" concrete tapcon anchor. 6" max o/c for corners.
Tapcon required 3" each side of center of opening top and
Opaque single door
(+36) / (-47)
(+47) / (-47)
Therma-Tru
Smooth Star
FL14985.1-R2
N/A
bottom. Top and bottom centerline of each door slab get
with transom
tapcon. Rest of vertical o/c spacing is 14" max. 1 1/4"
embedment.
3/8" x 2-3/4" Hilti sleeve anchors 6" from ends 22" O/C
Double Garage Door
(+29) / (-35)
(+46) / (-4:1)
Clopay
16.2x7 73 W6
FL16546.6-R9
N/A
Use galvanized (zinc coated) roofing nails, 11 or 12 gauge,
with at least 3/8" dia. heads, long enough to penetrate
through plywood or 3/4" into boards. Use 4 nails per
Roof
IKO Cambridge
FL7006.1-1110
shingle placed 6-1/8"above the butt edge, approx. 1" and
13" from each end and 1/2"above each cutout. Drive nails
straight so that nail head is flush with, but not cutting into
shingle surface.
Miami -Dade approved corrosion resistant tin -caps and 12
Underlayment
Interwrap
RhinoRoof U20
FL15216.1-R3
gauge 1 %"annular ring -shank nails,
spaced 6" o.c. at all laps and three staggered rows
fastened 12" o.c. in the field of the roll
Soffit
+31.6, -38.8
(+157) / (-40,1)
PlyGem
Variform Soffits
FL24161.1
1f4" x 20 stainless steel or ELCO Panelmate with minimum
Hurricane Panels
Hurricane Storm
embedment @ 1 3/4" in concrete /masonry, 2 1/2" min.
Less than 6' span
(+47) (-53)
/
panel MFG.
24 GAGE
FL16293-R2
edge distance, 12" o/c max. spacing. Can be headed screw
or all thread but with wing nuts.
1/4" x 20 stainless steel or ELCO Panelmate with minimum
Hurricane Panels 6'
Hurricane Storm
embedment @ 1 3/4" in concrete J masonry, 2 1/2" min.
span or more
(+45) (-50)
/
panel MFG.
24 GAGE
FL16293-R2
edge distance, 12" o/c max. spacing. Can be headed screw
or all thread but with wing nuts.
Zip System
Install per manufacturers recommended requirements.
Sheathing
Huber
Wall Sheathing
17147-R2
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-7746078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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sysDxv. as LOT:
CREEKSIDE
LOT #57
PROJECT�jE
04321.000 061R1
MODEL•
4EGB
"GALEN"
GARAGE SWING:
RIGHT
PAGE:
PRODUCT
APPROVALS
60 MPH EXP. C
ARCHITECT
STATE OF FLORIDA
D A J23
AR N
DAB; 06/13/1I3
S
HEET
D
NOTE:
IF ZIP SHEATHING SYSTEM 15
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
PREFORMED JOINT
FLANGE OF JOINTS TO
BE WIRED LIED T AtH 9'
O.C. MAX IVERta s DO
NOT FASTEN CONTROL MT TO
WALL EVEN IF STUD EXI S
BEYOND EXCEPT STA W/
W LEG MAY BE USED TO
SECURE CONTROL JOINT
DURING INSTALLATION
FASTENERS TO BE SPACED
e 1' O.C. MAX VERTICALLY
7
LATH SHALL NOT
BE CONTNUOUS
MIN MIN.
THROUGH CONTROL
JOINTS BUT SHALL
BE STOPPED AND
TIED AT EACH SIDE.
PER ASTM CI063
1.10.1.4
i
NOTES
/
I. FASTENERS FOR LATH TO
NAILS OR
STAPLES IN COMPLIANCE
ASTM C1063
2. WIRE TIES TO BE (NO.
00418' WIRE /
S. BLOCKING SHOWN M BE IN ADDItIO�y
TO WALL STUDS RE
PER PLAN /
O'M" TYPE CONTROL JOINT
OL FOLD INWMO • Pt. A
OI. FOLD IMW4RD •
PT. A
s. CREASE . Pt. C
9 CREASE • PT. G
THICK 3 COCEMENT
PLASTER b_C
WRB LAYS 4, FORTIP15ER
AMYROVED METAL LATH
F TENED a1' (VERT.) O.G. MAX
OAT SUPPORTs
WRB LAYER 9,
STUCCO WRAP
WOOD SHEATHING
OR 1/I6' ZIP SHEATHING
SYSTEM NNSTALLED PER
IDE 2X4 BLOCKING
°D FLAT MAX. b' TO 8'
CONTROL JOINT WHEN
tOL JOINT FALLS ON
%JRAL STUD
( j j L POLO INWARD • Pi. A
�� i. CREASE • PT, 0
PO
OL
FOLD INWARD • Pr. A
2. CREASE • in. 5
3. CREASE • PT. C
4 FOLD Pt. C OVER PT.
ee
III' THICK 3 COAT CEMENT
PLASTER (MRAME), in' 2 COAT
CLMIT PLASTER (CI'Wu
WARD LAYER 02, FORTWIEIER
BUILDING PAPER [FRAME ONLY)
WRL3 LAYER M,
STUCCO WRAP O AME ONLY)
LAP LAYERS OF WILDING WRAP
OVER NATLM FLANGE, STOP
UZ I x' ADOW
FRAME OR CMU
®crERIDR
_ �- ROOFAIIdLL BCWEED
S,� WYALL FLASNNG
Qo
n
KICK-AJT FLASHMCa (SEE
DETAIL
FASCIA WRAP
A
D BUILDING WRAP
SH
BE LAPPED A MINIMUM OF
6' •
RTICAL LAPS (ROLL
ENDS)
' • HORIZONTAL LAPS.
ALL SE
NEEDTO BE TAPED
WITH FORTI SHEATHING TAPE
/01
/ 1' MIN. LAP •MET LATH
b' MIN PAPER LAP BELOW ONLY 1, /
WRB LAYER n, FORTIFIBER
BUILDING PAPER
2 APER AP
SCALES 1 1/2'•I'-0'
4 KIC KO UT
DETAIL
LATH VERTICAL LAP TO BE I'
METAL LATH
WIRE, LAYER M,
STUCCO WRAP
P MIN LAZY
LAP, 4' aA
ALL LAP
VERTICAL LATH
& PAPER DETAIL
IF ZIP SHEATHING SYSTEM
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROC U9e
WOOD STUCM
SHEATHING-
SIN LAPS OF METAL
OR 1/*OTE:' ZIP SHEATHING SYSTEM
PLASTER BASES SHALL
(INSTALLED PER MANUF, SPECS-)
BE SECURED TO
BUILDING —
PRAMING MEMBERS.
PAPER
THEY SHALL BE TIED
BETWEEN SUPPORTS
WITH 0.0418-IN. (121-MM)
STUCCO —
UPS At INTERVALS NOT
MORE THAN 9' (229-MM)
AS PER ASTM 01063
18.1.
J' THICK.3 COAT CEMENT
PLASTER
METAL LATH
WRB LAYER 7, FORTIFIBER
BUILDING PAPER
WRB LAYER 9,
STUCCO WRAP
WOOD SHEATHING
OR 1116' ZIP SHEATHING
SYSTEM (INSTALLED PER
M.ANuF. SPECS)
V MIN.
LAP
AP • LATH
AP • PAPER
PAIR OF TEARS HORIZONTAL LATH
MAY BELAYERSPATCHED TEARS & PAPER DETAIL
W/I-IOUSE WRAP TAPE
PER MANUF. SPEC. OR
PEEL 4 STICK
ROOF
�j "L"
N.T.S.
1/16' ZIP SHEATHING
SYSTEM ( INSTALLED PER
MANUF. SPECS.) OR
WOOD SHEATHING OR CMU
WRB LAYER 01,
STUCCO WRAP (FRAME ONLY)
THICK, 3 COAT CEMENT
PLASTER (FRAME), 1/2' 2 COAT
CEMENT PLASTER (CMU)
METAL LATH (FRAME ONLY)
LAP WRB 4 TAPE OVER
ROOF/WALL SCREED
5"X5" 'L' TYPE CONTINUOUS
GALV. METAL FLASHING
(NAIL TO ROOF DECK:, NOT
WALL SHEATHING)
CAP SHINGLE - DO NOT NAIL,
INSTALL WITH ROOF CEMENT
ROOF PER ELEVATIONS
FLASHING
OMPATIBLE W/
ZIAL) OVER
HOUSE WRAP.
CUT AND OVERLAP ONE SIDE
SELF -ADHERING MEMBRANE
FLASHING
INSTALL FASTENERS (CLIPS,
STRAPS, STAPLES) AS —
REQUIRED TO SECURE
PIPE/ WIRE TO FRAMING
SECTION
ASTALLATION
EATHING SYSTEM 15
ED, PLEASE SEE
CTURERS
PROCEDURES
)PIPE PENETf
N,T.5.
TI
6'xb' SELF-ADHER MEMBRANE
FLASHING (COMP BLE W/ HOUSE
WRAP MATERIAL OVER 4'x4'
SELF -API ERI MEMBRANE
FLASHING APPROVED
HOUSE
`•.... el AGLl1Al/ n CvrtAl''1 MIT/ OICG
CUT AND OVERLAP ONE SIDE OF
SELF -ADHERING MEMBRANE
FLASHING
am YER M,
S WRAP
LAYER n, FORTIFIBER
BUILDING PAPER
METAL LATH
6'xb' SELF -ADHERING MEMBRANE
FLASHING OVER 4'x4'
SELF -ADHERING MEMBRANE
FLASHING OVER APPROVED
HOUSE WRAP.
FLASHING TO EXTEND ONTO PIPE
4'x4' SELF -ADHERING MEMBRANE
FLASHING OVER APPROVED
HOUSE WRAP.
FLASHING TO EXTEND ONTO PIPE
CONT. BEAD OF SEALANT
INSTALL APPROVED HOUSEWRAP AIR
INFILTRATION BARRIER OVER
SHEATHING
TOMERIC COATING OVER STUCCO/
, . FINISH !SEE 7YP WALL SECTION)
PER
Exterior use o orlland cement plaster
shall comply wit a application
requirements of'A\1N
6-12A.
Installation of extand framing
shall comply with063-12A.
TAIL CFRAt*"I
II i
DRAINAGiE PLANE (UJR5
LAVER #1, STUCCO WRAP)
WR5 LAVER 112 (FORTIFI5ER-
5UILD INCH FADER)
iIETAL LATH x x x x
5TUCC0 '
WOOD SHEATHING �
OR 1116' ZIP SHEATHING SYSTEM
(INSTALLED PER MANUF. SPECS.)
5ELF-ADHE51VE FLASHING - - - - - -
NOTE:
t-DETAL LATH. LATH TO 5E PER SECTION
R-103.1.1 / A5T1„I C-847-09) 1`*1IN, 2.5 L55.
PER SQ. `I'ARD (UTILIT�r OR NOr IINAL
LATH DOES NOT 1 IEET SPECIFICATIONS)
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
F
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W
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A
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stmDIV. 4k LOT:
CREEKSIDE
LOT #57
PROJECT#
04321.000 061R1
MODEL
4EGB
"GALEN"
GARAGE SWING:
RIGHT
PAGE:
WALL
ASSEMBLY
DETAILS
60 MPH EXP. Cj
ARCHrrECT.
STATE OF FLORIDA
01
DATE; 06/13/18
(SCALE: 1/4"=1'-0"
SHEET
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
BACKER ROD —
T., X
WRB LAYER 01, i . X
STUCCO WRAP ,,
'
DRYER VENT
WOOD
CONSTUGTION
SN
INSTALL 6' SELF -ADHERING
MEMBRANE FLASHING OVER
TOP, SIDES) AND BOTTOM
FLANGES OF NON -MOVABLE
FRAME OF THE EXHAUST.
SEQUENCE OF FLASHINQ TO BE:
I. BOTTOM. 2. SIDES, 3, TOP
VENT CAP IS TO 5E SET IN BED
OF SEALANT AT TOP AND
SIDES ONLY. SEALANT IS TO BE
TOOLED SO AS TO DEFLECT
WATER AWAY FROM JOINTS.
E-Z BEAD ALL AROUND
VENT -APPLY SEALANT ALL
JOINTS AND INTERSECTIONS
APPLY SEALANT AT PERIMETER OF
NON -MOVABLE FRAME AND STUCCO
ON ALL SIDES, & CAULKING a JOINT
ALL AROUND
PER SECTION R703.7
Exterior lathing and plastering
Exterior use of portland cement plaster
shall comply with the application
requirements of ASTM C 926-12A.
Installation of exterior lathing and framing
shall comply with ASTM C 1063-12A.
HOODED VENT
' THICK, 3 COAT CEMENT
PLASTER
METAL LATH
WRB LAYER 02, FORTIFIBER
BUILDING PAPER
WOOD SHEATHING
(FRAME)
erEcs.) OR
WRB LAYER 01,
STUCCO WRAP
WRB LAYER 02, FC
BUILDING PAPER
TO
6' WIDE STRIP SELF
ADHESIVE FLASHING, CLEAN
MASONRY BEFOIRZ APPLYING
STONE
ovER ScRANINQ4 coat
W/STONE VENEER
( FRAME TO BLOCK)
LEGEND
DRAINAGE PLANE (WR5
LATER *11, STUCCO WRAP)
WRB LATER #2 (FORTIFI5ER
BUILDING PAPER)
METAL LATH x-x-x-x
STUCCO
WOOD SHEATHING =/Z=2
OR 11Iron ZIP SHEATHING SYSTEM
(INSTALLED PER MANUR SPECS.)
SELF-ADHESIVE FLASHING NOTE -
METAL LATH: LATH TO 5E PER SECTION
R103.1.1 / ASTM C-841-0% MIN. 2.5 L55.
PER SQ. YARD (UTILITY OR NOMINAL
LATH DOES NOT MEET SPECIFICATION5)
BUILDING PAPER
OVER 'QUICK
FLASI-I'
w1;j
PIPE THROUCsI-I
WALL
l
6' SELF ADHESIVE —
FLASHING (INSTALL
PER MANUF. SPECS.)
BUILDING PAPER —
UNDER 'QUICK FLASH'
STUCCO
� NISH
0 Ci r
FLASHING
UNIT
HESIVE
4 SIDES
PREMANUF. DRYER
VENT CAP (SET IN
CONT. SEALANT)
.ANT 0
SIDES
V IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
�1VENT PENETRATION
1i SCALE: N.T.S.
ELEC. METED
VERIFY LO
,ylc>=AA I L, , rw=L.1=I YC
STUCCO SCRATCH COAT
E 1 COAT OF PAINT W/BACK-
ROLL PRIOR TO
ELEC. METER INSTALLATION
—ELEC. METER FIELD
VERIFY LOCATION
WOD CONSTRUCT
1/16' ZIP SHEATHING SY:
(INSTALLED PER MANUF
WOOD SHEATZ9
KO
:R 02,FORTIFIBER
PAPER
THICK, 3 COAT CEMENT
ASTER
TO Y$'
6' SELF N
FLASHING
WOOD FIR,
WALL
HESI VE
RAME TO FRAME) \
NOTE:
IF ZIP SHEATHING SYSTEM IS INSTALLED,
PLEASE SEE MANUFACTURERS
INSTALLATION PROCEDURES
APPLY STUCCO SCRATCH COAT
AND ONE (1) LAYER OF PAINT
PRIOR TO INSTALLING ELEC.
METER
CAVITY TO BE FILLED
WITH RIGID POLYMERIC
ISOCYANOTE—POLYBLENDFOAM
)R SIMILAR)
APPLY A SILICON
BASE SEALANT AT POINT
THAT ELEC. WIRE PENETRATES
:O SCRATCH
COAT LARGER THAN THE ELEC.
METER CAN OR METER CAN
COMBO OR METER CAN AND
DISCONNECT
O ELECTRICAL CONDUIT
PENETRATION
CUT OPENING IN
APPROVED HOUSEWRAP
FOR BOX INSTALLATION
WRB LAYER 01,
STUCCO WRAP
WOOD SHEATHING
APPROVED
HOUSEWRAP
BELOW
CUT SUCH TWA'
NO MEMBRANE
ENTERS Box,
APPLY TO FA(
EDGE
APPLY E-Z BEAD —
OVER 60 MIN
GRADE 'D'
FELT -PROVIDE
SEALANT AT ALL
JOINTS AND
INTERSECTIONS
5T P #1
5T P #3
•O.O.O.O
o •o•o•o ,
•o o•
.e
.0
o o•
o• .o
•o o•
o. .,
.o o.
o• •o
•o o•
1/16' ZIP SHEATHING SYSTEM
(INSTALLED PER MANUF. S.) OR
WOOD SHEATHING
LAYER "I,
STUCCO WRAP
FORTIF15ER
FASTEN TO WOOD STRUCTURAL
e' cMu MEMBER • 1' O.G. MAX
A' TO K' MID WALL
WEE SCREED
F
6' WIDE STRIP SELF
HESIVE FLAE NNG, CLEAN
M RY BEFORE APPLYING
a
IZONTAL WEEP SQ
( FRAME TO BLOCK)
NOTE:
IF ZIP SHEATHING; SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
WRB LAYER 01,
STUCCO WRAP
CUT 'X' INTO
SELF -ADHERING
MEMBRANE FLASHING
APPLY SELF -ADHERING
MEMBRANE FLASHING
OVER BOX AND OVER
APPROVED WRB LAYER
M
APPLY 60 MIN -
GRADE 'D' FELT
OVER
SELF -ADHERING
FLASHING OVER
APROVED
HOUSEWRAP
5TE P #2
WRB LAYER 01,
STUCCO WRAP
SELF -ADHERING
MEMBRANE FLASHING
WRB LAYER 02, FORTIFIBER
BUILDING PAPER
STEP #-4
ELASTOMERIC
COATING OVER
STUCCO/ C.Y. FINISH
(SEE TYPICAL WALL
SECTION)
METAL LATH
87EP #5 STEP *6
OELECTRICAL RECEPTACLE
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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SUBDIV. ee LOT:
CREEKSIDE
LOT #57
PROJECTIIIIII
04321.000 061R1
MODEL
4EGB
"GALEN"
GARAGE STING:
RIGHT
PACE:
WALL
ASSEMBLY
DETAILS
60 MPH UP. C
AICHffECT-
STATE OF FLOEV
D TE 06/13/18
SCALE: 1/4"=12— 0"
SHEET
WA2
WOOD SHEATHING
WOOD
CONSTRUCTION
% HAT CHANNE
W/%' TYPE 'X'
WOOD SHEATHING
WRB LAYER
STUCCO WRAP
a' THICK, 3 COAT CEMENT
PLASTER
J- LAYERSTUCC_
RA
A • rr T-
- c . •.
ISHOUN F GLARIFIGATIC7N OF
SEPARAT ACCESSORIES ONLY)
ASING BEAD
10 A DTL. ® CANT.
SCALE-
EXT. D FRAMED
WALL
WR6 LAYER sl,
STUCCO WRAP SUB -FL ECKING
WRB LAYER 02, FORTIF ER
BUILDING PAPER PRE-ENG'D SS
a' THICK 3 COAT MENT WEATHER RESIS'
PLASTER BARRIER
6' SAP. w TOP WEEP SCREED WEATHER RESISTIVE
TO ING EHIND WEEP SCREED BARRIER M2
' tHIGIC 3 COAT CEMEN �'�v'.ARIES
PLASTER
METAL LATH
WOOD SHEATHING
6' SELF-ADHEREING
ri T. ti FLASHING WRAPPED
�.�� p TOP OF WEEP SCREED
rTO SHEATHING BELOW
WR$ LAYER el, 4' POSITIVE DRAIN
X STUCCO WRAP O
� WEEP SCREED
- ' WRB LAYER *2, FORTIFIBER A FIELD
BUILDING PAPER (SHOWN FOR 1 TION OF
I SEPARATE ACC IES ONLY)
�r 6' SELF-ADHEREING
FLASHING WRAPPED
• CORNER OF CANTILEVER
7Y�
i4'
NOTE; 10 C ANTILE VER
IF ZIP SHEATHIN SYSTEM IS EDGE
INSTALLED, PLEA SEE
MANUFACTURERS
INSTALLATION PRO( URES L E G E N D
NOTE:
METAL LATH: LATH TO 5E PER SECTION
R103.1.1 / A5TM C-a4l-09/ MIN. 2.5 L55.
PER 5Q. YARD (UTILITY OR NOMINAL
LATH DOES NOT MEET SPECIFICATIONS)
TE: WOOD CONSTRUCTION
IF SWEAT fNG Sys IS
INST D, EASE E
NSTALLATI PROCE RESH _.-BAARR ER �SISTIVES/
3/4 RESILIENT
HAT CHANNEL
5/8' TYPE 'X' DRYWAC6
W/TEXTURED 4 PAINTED
FINISH `
9' THICK 3 CO CE
PLASTER
1D) DRIP EDGE
INSTALLATION
;THICK, 3 COAT CEMENT
PLASTER
METAL LATH
airUuAnHee�
2 zxemeF ApRl 1 0I161th � 1� A 1.1
(SHOWN FOR
SEPARATE <
)N OF
ONLY)
IF SHEATHING S'StEM IS WOOD CONSTRWCITON
INST ED, PLEASE SEE
MANUF RIERS I.` "+
INSTALLAt PRO E UERES WEATHER
RRERSISTIvF/
5/8' TYPE '?c' DRYWALL
W/TEXTURED 4 PAINTED
FINISH
a' THICK 3 COAJ.IG�I
PLASTER {—�=
7tw TWICK, 3 COAT CEMENT
PLASTER
�MEETTApLgLA�T�Wt� ����
((aIIRT�/f��b,,LLZ�E�O�p�B�H��EgqA��MyTqH�1FQe SYSTEM
HADER/BEAM�. SPECS.)
SEPARATE
of
4LY)
EXTERIOR GRADE
DRY WALL
a' THICK, 3 COAT CEME
PLASTER
VINYL CORNER BEAD
25
DRAINAGE PLANE (WR5
LATER *1, STUCCO WRAP)
WR5 LATER *2 (FORTIF15ER - - - - -
BUILDING PAPER)
METAL LATH x x x x
STUCCO
WOOD SHEATHING
OR 1/16' ZIP SHEATHING SYSTEM
( INSTALLED PER MANUF. SPECS.)
SELF-ADHE51VE FLA51-IING
1 1 Lw
--
3' X 3' /GAGAFINISH LAYER (2 LAYER METAL EL 4 STICK) SET IN F6' EL < SEALANSTI •DRIP SPACE ED OFACE T
DECK
Y4 GOP FOR BACKER
I NXI i'a' P.t. SIMULATED Ro :SEALANT
WOOD (TREX) LEK
CONTINUOUS
t
WATER PROOFING I UEATHERSISTIVE
LAYER (2 LAYER L 4 BARRIER 01
STICK) WRAPPED F WEATHER RESISTIVE
BALCONY DECK TO BARRIER +2
CANTILEVER WAW
6' PEEL 4 STICK •
DRIP EDGE to DECK DECK MEMBRANE,
EXTEND OVER DRIP
S® O® EDGE
3' X 3' 26 GA, GALV.
METAL DRIP EDGE
= SET IN FULL BED OF
I NXI %' P.T. OR AT SEALANT, X2' MIN.
WOOD ltX) FI E SPACE FROM DRIP
CONTINUOUS FACE t0 tiREX
)'4 GAP FO ASI
ROD 4 SEAL TER PROOFING Iet
FINISH LAYER AYER LA R (2 LAYER PEEL 4
PEEL 4 STICK) STIC WRAPPED FROM
3/4 RESILIEN BAL Y DECK TO
HAT CHA CANTIL R
VI NY A I j' THICK, COAT CEMENT
PLASTER
METAL LAT
5/8' TYPE ' DRYWALL WOOD SWEAT
W/TEXTU 4 PAINTED WEATHER RESIS vE
FINISH BARRIER 4
1
WEATHER RESIST[
a' TWI , 3 COAT CEMENT BARRIER
02 DRAIN
PLAS R CEP SGFREED
Y
V YL CASING; BEAD N9 GAP IN FIELD
(SHOU,N FOR CLARIFICATION OF
SEPARATE ACCESSORIES ONLY)
BALCONY DRIP
11A EDGE INSTALLATION
2x FRAMING MEMBER
J' THICK, 3 COAT CEMENT
PLASTER
2 1/2" CORNER BEAD
FASTENED TO SHEAT G
` 1" O.C. MAX.
WRAP
OD SHEATHING
METAL LATH
k WRB YER *2, FORTIFI ER
COLUMN SHEATHING
WEATHER RESISTIVE
BARRIER 01
WEATF+ER RESISTIVE
BARRIER "2
6' SAP.
`Q
PEEL 4 St \CK
I X2'x3' 'L' FLASHING
j
FULLY EMBEDDED
IN ROOF CEMENT
I J' X 3' 26 GA. GALV.
METAL DRIP EDGE
Ya' GAP FOR BACKER
SET IN FULL BED OF
ROD 4 SEALANT
SEALANT, X' M
SPACE F%LRIFJ
VINYL CASING BEAD
FACE TO T
0.
WATER PROOFING let
LAYER /2 LAYER PEEL •
4 STICK) vewrroe
'' UAD
PEEL
4 ICK
SUB FLOQK7771
WOOD SHEATHING
WRB YER •I, —
STUCC WRAP
WRB LAYER FORTIFIBER
BUILDING PA R-- --
METAL LATH
a' THICK, 3 COAT CEM T
PLASTER
6'SELF-ADHERING
FLASHING
BUILDI PAPER WINDOW FLANGE
14 ORNER BEAD @) AME
2 1/211
CORNER BEAD
(FASTENER 4 SPACING a 1" O. .
N
I cv
�LI
%" THICK, 3 COAT CEMENT
PLASTER APPLIED
DIRECTLY TO MASONRY
@) BLOCK
k(T X) FILLER,
T�IJ S
MSEALANT
R ROD. —
)IFIED So
RESILIENT
CHANNEL
WEATHER RESISTIVE
BARRIER "1
WEATHER RESISTIVE
BARRIER 02
EXTERIOR COLUMN
-COLUMN SHEATHING
C6' SAP.
-1 )6'x3' 'L' FLASHING
`FULLY EMBEDDED IN
ROOF: CEMENT
I /2' X 3' 26 GA. GALV.
METAL DRIP EDGE
SET IN FULL BED OF
SEALANT, V MIN.
SPACE FROM DRIP
'FACE TO TREX
VINYL CASIN[s BEAD
WATER PROOFING let
LAYER (2 LAYER PEEL 4
STICK) WRAPPED FROM
BALCONY DECK TO
ANTILEVER
a' ICK, 3 COAT CEMENT
PL TER
/8' 'TYPE 'X' DRYWALL \ `METAL AtH
W/TEXTURED 4 PAINTED
FINISH G—WOODS ATHIN
i' THICK, 3 COAT CEMENT ' TI
PLASTER
NO GAP IN FIELD
VINYL CORNER BEAD (SHOWN FOR CLARIFI TION OF
VINYL CASING BEAD SEPARATE ACCESSOR S ONLY
BALCONY DRIP
11C EDGE INSTALLATION 0 COLUMN
(W/"L" FLASHING)
SCALE: NTS
IF ZIP SHEATHING SYSTEM
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCE R
WOOD SHEATHIN
p
mile
EURB� LAYEP(
,
STUGC P
=
FORTIFIBER
'
I3UIL APER
META LATH
HICK, 3 COAT CEMENT
;
ASTER
6'SELF-ADHERING
FLASHING
r
DRIP CAP iL
WINDOW FLANGE
1 CASING BEAD (P WINDOW
( FRAME. NO BAND)
1441 N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-774 6078
FAX: 407-774- 078
www.abdesigngroup.com
AA #: 0003325
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LOT #57
PROJECT*
04321.000 061R1
MODEL:
4EGB
"GALEN"
GARAGE STfMGF:
RIGHT
PAGE:
WALL
ASSEMBLY
DETAILS
60 MPH EXP. C
AFiCFIITECT.
STATE OF FLORIDA
Dp�' 06/13/18
SCALE: 1/4"=1'-0"
SHEET
WA3
WOOPA SHEATHING
WRB LAY *I, —
STUCCO lU
U)RB LAY]=R "2,
BUILDING PAPER
METAL LATH
j' THICK, 3 COAT CEMENT
PLASTER
b "SELF -ADHERING
FLASHING
VINYL ANGLED
CASING BEAD
DRIP CAP
WINDOW FLANGE
METAL
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
WOOD SHEATH
WRB LAYER ,
STUCCO W P
P
ER 02, FORTIF15ER
G PAPER
LATH
K, 3 COAT CEMENT
PLASTER
01,
'U1R5 LAYER 02, FORT
SUILDIN PAPER
METAL 1:ATH
THICK, 3 COAT CEf
PLASTER
6'SELF-ADHERING
FLASHING
Die
WINDOW FLANGE
CASING BEAD (9 WINDOW
� �r (FRAME, W/BAND)
1 V V �
SHEATHING
WRB LAYER 01,
STUCCO WRAP
WRB LAYER 02, FORTIFI
BUILDING PAPER
J' THICK, 3 COAT CEMENT
PLASTER
VINYL ANGLED
CASING BEAD
VINYL CASING BEAD
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
woo[:)
Y4' GAfO TYP J' THICK, 3 COAT C NT \LUINDOLUUj
CASING BEAD PLASTERtO TRIM METAL LATH NT
IX TRIM MBER STUCCOS(DING TRAN ION L ER "2, FORTIFIBERI ING PAPER
SIpMGOD SHEATHING
WRB LAYER *I, WRB LAYER "I,
STUCCO WRAP O STUCCO WRAP
CASING BEAD
6' SEL DHEREING
FLASHING PEEL 4 STICK
SIDING TO S TUC O
CASING BEAD
(CROSS SECTION)
WWOOOODCONSTRICTION
WOOD SHEATHING —
WEATHER RESISTIVE
HARRIER *1
115 rHER RESISTIVE -
SA IER *2
W SELF -AD ING
FLASHING
STARTER STRIP—
� Ir
GALVD METAL
I Ys X 61 SIMULATEG
HJOOD TRIM MEMHE
6' SELF -ADHERING
FLASHING
dk 1WEATHER RESISTIVE
BARKER "1
(LEATHER RESISTIVE
BARRIER ►2
, 6' SELF -ADHERING
/ FLASHING
GALY'D METAL
W FLASHING
DO NOT GAULK OR
steel r�wa�
X 6' SIMULATED
)D TRIM MEMBER
IL GAP W/CAULKING
APPROVED SEALANT
1� 1
NOTE:
METAL LATH: LATH TO BE PER SECTION
R-103.1.1 / ASTM C-84rt-0% MIN. 2.5 L55.
ATHING PER 50. YARD (UTILITY OR NOMINAL
LATH DOES NOT MEET SPECIFICATIONS)
I.
1 5 LA*rEfR #I, BEY CONSTRJGTI�
WOOD THING -
' STUCCO WIRAF WEATHER BTIVE
' BARRIER Of
' HEATHER RESISTI
BARKER *2
1 P
Wf;R5}-LA-T-ER #2, FOI?TIFISER XRE ,APSIDI
SU1LD INCH Pl'-1FER 6' SELF -ADHERING
! FLASHING
1
METAL LATH
STARTER STRIP—
OR
(EXPLODE $I' THICK, 3 COAT CEMENT
GALV'D METAL —
VIEW FOR LA6TEfR W FLASHING
CLARITY) I yWOODTRIMLMEfMi
CASING BEAD Ca) RAISED
1 7 A BAND (FRAME)
SCALE: 1 1/2" m V -0"
(ILV%' FLEXIBLE PYC
HACKER ROD)
6' SELF -ADHERING
FLASHING
' THICK, 3 COAT—
I PLASTER
HEATHER RESISTIVE -
BARRIER *I
WEATHER RESIST -
BARRIER *2
2X FRAMING
MEMBER
•
RESISTIVE
RRER *I TO LAP
'MIN. ABOVE TOP
/ I OF 12' FLASHING
I
1 � WEATHER RESISTIVE
\ BARRIER w
/ BARRIER RESISTIVE
GALV'D METAL
I + 'T' FLASHING
DO NOT CAULK OR
\ /MAL OPENING
WEATHER RESISTIVE
BARRIER *1 TO LAP
W MIN. ABOVE TOP
'z' FLASHING
` IUky�+, OD TRIM 1 SIMULATEMEMBER
\ / 'SELF -ADHERING
I ING
\ \\ SEAL P =AULKING
OR A runm nDr.e ANT
"SIDING TO STUCCO
0 FRAME TO FRAME
h TRANSITION
FES16TIVE
J' THICK, 3 COAT CEMENT
PLASTER
METAL LATH
E-Z BEAD VINYL CA
/ (W/3�8" FLEXIBLE PVC
WRB LAY 02, FORTIFIBER
BUILDIN PAPER
ROD)
WCCO WRAP,
WFRAMING
M
foFLASHING
�—
T ';iF
EXPLODED
O R CLARITY
TYP i" THICK, 3 COAT CEMENT
G BEAD PLASTER
SEALANT WINDOW METAL LATH
WRB LAYER02, FORTIFIBER
UILDING PAPER
WINDOW FRAME
r-- W D SHEATHING
WRB LAYER Oil
STUCCO WRAP
` 6' WIDE PEEL 4 STIC
>ow FLANGE OVER FLANGE
:E-Z BEAD vINYL CASING
2X FRAMING (W/No" FLEXIBLE PVC BAC
MEMBER LLE *APPLY FULL BED OF SEALANT B
FLANGE 4 BUILDING WRAP
BUILDING
WRAP
i
ROD)
BEAD WINDOW CASINGI
LEGEND
DRAINAGE PLANE (WRB
LAYER 01, STUCCO WRAP)
WRB LAYER 02 (FORTIFIBER — — — —
BUILDING PAPER)
METAL LATH x—x—x—x
STUCCO
WOOD SHEATHING
OR i/16• ZIP SHEATHING SYSTEM
(INSTALLED PER MANLIF. SPECS.)
SELF-ADHESIVE FLASHING
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abde-signgroup.com
AA #: 0003325
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SiJE3DIV. de LOT:
CREEKSIDE
LOT #57
PROJECT,#
04321.000 061R1
MODEL•
4EGB
"GALEN"
GARAGE S'Orn4G:
RIGHT
PAGE:
WALL
ASSEMBLY
LDETAILS
'0`0 MPH EXP.
ARC HrrECT-
STATE OF FLORIDA
DpE: 06/13/18
SCALE: 174"= T— 0"
SHEET
MODIFIED 11, CUT
IN HOUSEWRAP
.N'PIRDVED FIOUSEU AID
OVER SHEATHING OVER
WD STUD WALL
STEP I
INSTALL 4'
SELF-APHE11Ma
FLASHING OVER
NAILING FLANGE AT
JAMBS
EXTEND FLASHING MIN
P BELOW SILL
FLEXIBLE FLASHING
DO NOT SEAL BOTTOM
FIN
STEP 6
NOTE:
IF ZIP 5I4Ea4TNINCz 51'5TEM IS INSTALLED,
PLEASE SEE MANUFACTURERS INSTALLATION
PROCEDURES
—APPLY
MEMBRANE
PLASHING
OVER JOINT
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325 00
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SVHDIV, dC LOT:
CREEKSIDE
LOT # 5'7
PROJECT#
04321.000 061R1
MODEL:
4EGB
"GALEN"
GARAGE 8'�I MG:
RIGHT
PAGE:
WALL ASSEMBLY
DETAILS
60 MPH EXP.
ARCHrrECT-
STATE OF FLORIQA
PRINT: DATE
06/13/18
SCALE: 1/4"=1'- 0"
8FIEET
2xra 5U5-5ANb
W/1"x4" NOTCH a
END, WRAPPED IN
PFFL. 4 STICK
DRIP EDGE
-7/6" TEXTURED
FINISH Im WOOD
1/2' TEXTURED
FINISH m CMU
METAL Fl
I�
I�
I�
I�
I
! � 2X6 SUB
1
METAL FASCIA I
WRAP Ys' FROM C
STUCCO, 1' FROM
WOOp WALL \�
EXTERIOR WALL
i
(FRAME OR CMU)
NOTE: NOTCH FOR 2X(o
SUB BAND ONLY
�\
I
\
1
DELEV,4TION
ROOF KICK OUT REMOVED
FOR CLARITY
ROOF DECK (BEYOND)
DRIP EDGE, 1" OFF WALL
`I�-r NOT INTO STUCCO)
I1/8" TEXTURED FINISH a
I WOOD, 1/2" TEXTURED
�i FINISH t, CMU
x 2x6 SUB -BAND W/I"x4" NOTCH O
END, WRAPPED IN PEEL E STICK
METAL FASCIA WRAP I" OFF
WOOD WALL. SUB BAND 2"
OFF WOOD WALL
1/8' TEXTURED
FINISH s WOOD,
1/2' TEXTURED
FINISH s CMU
METAL LATH
WOOD SHEATHING
DR cMu
WRB LAYER *I,
STUCCO WRAP (FRAME ONLY)
WRB LAYER 02, FORTIFIBER
WILDING PAPER
TRAMS ONLY)
ROOFING CEMENT
DRIP EDG5
METAL KICK OUT
NOTE:
IF ZIP SHEATHING SYSTEM IS INSTALLED,
PLEASE SEE MANUFACTURERS INSTALLATION
PRE-ENG'D TRUSS TO BE CUT a
WALL LINE TO AVOID CONTACT
W/TEXTURED FINISH
2 "x4"x4' -rD"
SCABBED TO TRUSS
W/12d NAILS roil-8'
O.G. MAX.
2x SUB -BAND W/lY"x4"
NOTCH a END
METAL FASCIA WRAP
DRIP EDGE
EXTERIOR WALL
(FRAME OR CMU)
SUB BAND DETAIL C WALL
x
x x x
x x x x
Al
x x x x x x
x x x x x x
x x x x x x x x x x x x
x x x x x x x x x x x x x '
i
x x x x x x x x x x x x x
x
x
x
x
x
x
x
x
x x x
,-
x x
x
x
x
x
x
x
x
x
x x x
x
x
x
x
x
x
x
J-
,J
x x x
x
x
x
x
x
x
x
x
-'
J--
SUB BAND DETAIL (6) WALL
W/KIC K- OUT
FRAME OR CMU
FELT PAPER
DRIP EDGE
(REFERENCE POINT
ONLY. FOR WALL OFF
SET OF COMPONENTS)
METAL FLASHING, WRAPPED
MIN. Y4" ABOVE BOTTOM OF
DRIP EDGE
2x SUB -BAND
WA'x4" NOTCH tv
END, WRAPPED IN
PEEL E STICK
*ROOF CEMENT m
ROOF EDGE
OMITTED FOR
CLARITY
FRAME OR CMU
WALL KICK -OUT FLASHING
T PAPER
DRIP EDGE
(REFERENCE POINT
ONLY FOR WALL OFF
SET OF COMPONENTS)
METAL FLASHING, WRAPPED
MIN. Y4" ABOVE BOTTOM OF
DRIP EDGE
2x SUB -BAND
W/L1 'x4" NOTCH a
END, WRAPPED IN
PEEL E STICK
*ROOF CEMENT
ROOF EDGE
OMITTED FOR
CLARITY
1441 N. RONALD REAGAN Bl
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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S XMDIV. ac L,OT:
CREEKSIDE
LOT #5"7
PROJECT*
04321.000 061R1
MODEL•
4EGB
"GALEN"
GARAGE SVMG:
RIGHT
PAGE:
WALL
ASSEMBLY
DETAILS
60 MPH EXP.
ARCMECT:
STATE OF FLON
LM-1 3 fib.
D A ABOU CRA
AR NO 937
r �N i
DATE: 06/13/18
SCALE: 1/4"=1'-0"
S EMET
38'-8"
16'-4"
10'-0"
12'-4"
4" T-4" 0'4"
11
F-24X24
F-24X24
❑ TE-2
35'-2"
3,-6„
4" CONC.
w SLAB
ILOWU
`
I
w
I
F-
010.1
TOP OF
SLAB
EXTEND FM-1608
SLAB 1 1/2"
I6'-8"
11'-8"
11'-4"
9'-0"4"
]Ell
NID
CH
zo
PLACE ELEC.
LL
CONDUIT FOR
KITCHEN ISLAND
1'-2" �
27,_1„ 1„ n
9, 4„
19'-0"
An
UP TO 2ND FLOOR
o
I
(FIELD VERIFY
F-24X48 EXA T LOCATION)
—+
00
LL
TE-2
LLL
— — —
—
—
— — — — ---l'w"-F-24X24
I
51/2"
I 0
3'I-S0"
EXTEND
m
SLAB 1 1/2"
II II
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N
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N
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16
fi
1.1
I
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1
S1.1 EXTEND
F-24X24 SLAB 1 1/2"
S1.1
FM-16x1 8F�
F-24X24
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— — — —
—
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-------_---
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❑
❑
FM-16x18
J
— — —
iv
16'-0"
2'-8" 4'-8" 2'-0"
8'-8"
2'-0'
21'-4"
17'-4"
38'-8"
II
FOUNDATION PLAN
SCALE: 1/4 = V-0"
11
3
YII
IL
Q
op
M4
0
N
FOUNDATION NOTES
1. SEE SLAB SCHEDULE FOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR
COMPACTING REQUIREMENTS.
2. TOP OF FINISHED SLAB SHALL BE +-0'-0".
3. COLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED
OTHERWISE.
4. REFERENCE ELEVATION +4_0", SEE SURVEY PLOT FOR NGVD.
5. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN
TERMITES. TREATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER
SERVICES.
6. PROVIDE ISOLATION JOINTS BETWEEN INTERIOR AND EXTERIOR SLABS ON GRADE:
PROVIDE 1/2" FELT PAPER AT THE JOINT.
7. COORDINATE SLAB ELEVATIONS, STEPS, AND SLOPES WITH ARCHITECTURAL
DRAWINGS.
8. SEE ARCHITECTURAL DRAWINGS FOR THE ORIENTATION OF THE BUILDING.
9. WINDOWS, DOORS AND ROUGH OPENINGS ARE TO BE COORDINATED WITH THE
WINDOW/DOOR TYPES AND LOCATIONS NOTED ON THE ARCHITECTURAL DRAWINGS
AND WITH THE MANUFACTURES SPECIFICATIONS.
10. SEE ARCHITECTURAL DRAWINGS FOR WALKWAY SLAB LAYOUT.
11.MINDICATED #5 BAR, OINDICATES #6 BAR,MNDICATES #7 BAR VERTICAL
REINFORCING BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF. BARS SHALL BE
HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 90°
HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS.
12. SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR DIAMETERS (#5 =
30", #6 =36"), AND REINFORCING SHALL BE CONTINUOUS.
13. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL
REINFORCING FOR ALL FOUNDATIONS. DESIGNED WAS BASED ON ALL ALLOWABLE
SOIL BEARING CAPACITY OF 2,000 PSF. TRANSFER REINFORCING (TOP STEEL) HAS
BEEN DELETED UNLESS NOTED OTHERWISE.
14. VERTICAL REINFORCING IN CMU SHALL BE #5'S AS SHOWN ON THIS PLAN, UNLESS
OTHERWISE NOTED IN THE PLAN. ONE REINFORCING BAR SHALL BE:
A) IN ALL WALL INTERSECTIONS B) CHANGES IN ELEVATION
C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS
15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH A.C.I. 530-13/ASCE 5-13, BUILDING
CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY.
CONSTRUCTION SHALL BE IN ACCORDANCE WITH A.C.I.530-13/ASCE 5-13, USING: F'm =
1,500 PSI, TYPE "M" OR"S" MORTAR, ASTM C476 GROUT (3000 PSI), UNITS LAID IN
RUNNING BOND.
16. WIRE WELDED MESH LOCATED IN THE MIDDLE TO UPPER ' OF SLAB SUPPORTED
3'-0" O/C MAX. SEE PLAN FOR VVVVM SIZE.
INSPECTOR NOTE:
1. STRUCTURE WAS DESIGNED BASED ON THE 2017 FLORIDA RESIDENTIAL BUILDING
CODE, RESIDENTIAL, 6th EDITION
SLAB SCHEDULE
SLAB
THICKNESS
REINF.
REMARKS
6x6 W1.4xW1.4 OVER
GENERAL
3 1/2"
6 MIL VAPOR
COMPACTED FILL
BARRIER
FOOTING SCHEDULE
PROVIDE CORNER BARS, SAME SIZE QUANTITY AS BARS IN FOUNDATION, WITH 30" LEG EACH WAY.
MARK
WIDTH
LENGTH
THICKNESS
BOTTOM REINF.
TOP REINF.
T.O.F.
SHORT
LONG
FM-16x18
16"
CONTINUOUS
18"
-
(2) #5's
FMC-16x18
16"
CONTINUOUS
18"
-
(2) #5's
#5 IN CURB
VARIES
CWC-12X12
12"
CONTINUOUS
12"
-
(2) #5's
#5 IN CURB
VARIES
TE-1
8"
SEE PLAN
8"
-
(1) #5's
#5 IN CURB
(-)0"-4"
TE-2
12"
SEE PLAN
8"
-
(2) #5's
(+)0"-0"
F-12x18
12"
CONTINUOUS
18"
-
(2) #5's
#5 IN CURB
VARIES
F-24x48
24"
48"
12"
(2) #5's
(4) #5's
(+)0'-0"
FM-12X12
12"
CONTINUOUS
12"
(2) #5's
(+)0'-0"
F-24x24
24"
24"
12"
(2) #5's
(2) #5's
(+)0'-0"
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
P
94
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04
W
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W
4
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SU'HDIV. 8e LOT:
CREEKSIDE
LOT #57
PROJECT#
04321.000 061R1
MODEL:
4EGB
"GALEN"
GARAGFE SVMCGF:
RIGHT
PAGE:
FOUNDATION
PLAN &
NOTES
60 MPH EXP. C
ARCHRECT-
STATE OF FLORIDA
DRINT
pTE., 06/13/18
SCALE: 1/4"=i$-0"
8HEET
S1
30"
MIN. EACH WAY
MONOLITHIC FOOTING
° o °
_ STEEL REINFORCING IN GROUTEDF
z—
STEEL REINFORCING IN GROUTED—
Q CELL SEE PLAN FOR SIZE AND
CELL SEE PLAN FOR SIZE AND d I o FT --
IT_
SPACING REQUIREMENTS � >' SPACING REQUIREMENTS
Q j ° o I _,_ GARAGE DOOR
Lu U co v p W RECESS
�� �aa_ W ¢ °o v FM ° g0
0 8"CMU WALL O 8" CMU WALL CORNER BARS, SAME SIZE AS BAR wLu
8"
N WITH 30"
G EACH Lu
cr)b +_ p _p^ +- 50" o SO TOHATDWAY AT THEOSTEELES IN REINFDERS CONTINUOUS
NUOUS
°la IV 4 TOP OF SLAB 4 o TOP OF SLAB I o
° 4 ■ u o o °I o I MATCH AMOUNT OF CONTINUOUS BARS
° L �yF
° SEE SLAB SCHEDULE ° VARIES g CURB FOR
EXT. PORCH SLAB L
iv� MASONRY
a 4" CHAMFER (1-STORY)
W/ 1/2" ISOLATION 6" CHAMFER (2-STORY)
JOINT (WHERE • • d
APPLICABLE) z SEE SCHEDULE
FOR WAD, BAR SIZE
iv AND BAR QUANTITY
` SEE SLAB SCHEDULE TOP OF GARAGE v ILL
CONTINUOUS STEEL MONOLITHIC UNITS SET
FOOTING REINFORCEMENT SEE SCHEDULE r �= AT ELEV:
0•
EXT. PORCH SLAB � 4"CHAMFER (1-STORY) ° 0'-0"
W/ 1/2" ISOLATION 4 6" CHAMFER (2-STORY) °
JOINT (WHERE • i EE SCHEDULE
APPLICABLE) z ° WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING
FOR WxD, BAR SIZE DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST
AND BAR QUANTITY NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), UNO
N Ilk Ilk
EXTERIOR MONO -FOOTING EXTERIOR MONO -FOOTING MONOLITHIC FOUNDATION RECESS AROUND GARAGE
SGALE:
@ GARAGE CORNER BARS DETAIL 4 DOOR OPENING
SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0"
LAP TOP PLATE A MIN. OF 48" LAP TOP PLATE A MIN. OF 48" -------
ND
NAIL W/ 16d COMMON AND NAIL W/ 16d COMMON
LS, 2-ROWS, 4" O/C BTM. VERIFY GHT NAILS, 2-ROWS, 4" O/C BTM. VERIFY HEIGHT
LA O OCCUR OVER STUD OF W LAN LAP TO OCCUR OVER STUD OF WALL W/ PLAN
w 2x4 OR 2x OOD BEARING PRO L C 2x4 OR 2x6 WOOD BEARING PROVIDE BLOCKING
LU Lk WALL W/ SY WALL W/ SYP No 2 STUDS SEE
No 2 STUDS SE LANS FOR PLANS FOR SPACING. SINGLE
O a I SPACING. SINGLE M. PLATE SE BT. E TO SLAB " BTM. PLATE TO BE PT.
EL NEW REINF. BAR WASH
ANCHOR W/ 2° PROVIDE DBL. TOP PLATE SECURE BT. PLATE TO
O d SECURED W/ 2- PART TO BE PT. PROVIDE .TOP WASH TIN HIGH STRENGTH
PLATE 1/2" EMBED. MIN16" OC SLAB W/10d MASONRY
d g EPDXY. MIN. EMBED
J Q 8", UNO USP SPTH4 OR SPTH6 BTM M -. @ NAIL 16" O/C STAGGERED.
Q 0 FOLLOW ALL MANF. AND TOP PLATE ANCHORS W/
_ I SPECIFICATIONS FOR
to Q 10d x 1 1/2" COMMON NAILS
USE AND
= ro FILL ALL HOLES, DO NOT USE
3 1/2" DIAMETER CONC. h w PREPARATION OF �
10dx3"
FILLED STEEL PIPE C7 `Y HOLE. SEE SLAB SCHEDULE
z SEE SLAB SCHEDULE
a 6x6 METAL PLATE Lu
° ¢ Q
BASE W/ 1/2"x6" b O O'r +- 0'-0" +CIO)- 0'-0"
ANCHOR BOLTS OQ� TOP OF SLAB a ° TOP OF SLAB °
4 4„ CHAMFER (1-STORY) a a d ate_g
00 6" CHAMFER (2-STORY)
EQ. EQ. SEE S EDULE EQ. EQ. SEE SCHEDULE
FOR WxD, SIZE FOR WxD, BAR SIZE
AND BAR QUA ITY AND BAR QUANTITY
ADDING BAR TO TERIOR CURB FOUNDATION WOOD LL MONOLITHIC FOUNDATION 7 CURB FOUNDATION WOOD WALL
(DINNTIERIOR
SCALE: 5 BOLLARD 6 SCALE:
SCALE: 3/4"=1'-0' SCALE: 3/4"=,'-0" (W/ U P L I F (N O UPLIFT)
LAP TOP PLATE A MIN. OF 48" �r
AND NAIL W/ 16d COMMON STEEL REINFORCING IN GROUTED
NAILS, 2-ROWS, 4" O/C BTM. VEFIFY HEIGHT CELL SEE PLAN FOR SIZE AND
LAP TO OCCUR OVER STUD OF WALL W/ PLAN SPACING REQUIREMENTS
z
2x4 OR 2x6 WOOD BEARING PROVIDE BLOCKING
WALL W/ SYP No 2 STUDS SEE ^
PLANS FOR SPACING. SINGLE Q a.
BTM. PLATE TO BE PT. SECURE ST. PLATE TO F5
PROVIDE DBL. TOP PLATE SLAB W/10d MASONRY NAIL Q W
16" O/C STAGGERED. m U
V J
a
p 8" CMU WALL
b
M +- 0'-0" POURED LINTEL CONT. (TYP.)
TOP OF SLAB 8" CMU FILLED CELL (TYP.)
SEE SLAB SCHEDULE °4 ;Q 2X WALL FRAMING
FFF SEE SLAB SCHEDULE
1 /2" DIA. USP 7250SD BOLTS 5"
"ISOLATED" COLUMN PAD MINIMUM EMBEDMENT INTO
TOP OF SLAB CENTERED UNDER WALL AND GROUTED CELL, 4" FROM ENDS AND
�a d ° —• —.• POURED MONOLITHICALLY WITH 16" O.C. VERTICALLY MAX
• s a — — — — - FOUNDATION AND SLAB
SEE SCHEDULE �• • ° SEE SCHEDULE
FOR WxD, BAR SIZE FOR WxD, BAR SIZE
AND BAR QUANTITY AND BAR QUANTITY
INTERIOR FOUNDATION WOOD WALL COMBINED EXTERIOR MONO -
FOOTING AND COL. PAD INTERIOR FRAME BRG WALL TO
SCALE: 3/4"=1'-0"
(NO UPLIFT) � � BLOCK WALL CONNECTION
SCALE: 3/4"=1'-0"
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
42"
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
SVHDIV. de LOT:
CREEKSIDE
LOT #57
PROJECT#
04321.000 061R1
MODEL•
4EGB
"GALEN"
GARAGE SVIIIIING:
RIGHT
PAGE:
DETAILS
60 MPH EXP. C
ARCHITECT
STATE OF FLORIDA
DTENT: 0 _/13/18
SCALM: 1/4"=111— 0"
SHEET
I.I Aj
LE
24'-10"
13'-0"
6'-4"
0 0
26'-0"
29'-4" °?
33'-0"
o E
N
O
(p
N
0
7 ® 00
0
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M
M
0
0
�0
N
o
N
13'-0" _
0
o
N 3--0"
9'-81. 7I,�
CC)_
0
7 0 0
0 o a 11'-0"
2'_4" 12'-4"
19'-01,
FIRST FLOOR DOWEL PLAN
SCALE: 1/4 = 1'-0"
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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9V3BDIV. & LOT:
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LOT # 5'7
PROJECT#
04321.000 061R1
MODEL:
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"GALEN"
GARAGE SWING:
RIGHT
PAGE:
FIRST FLOOR
DOWEL
PLAN
60 MPH EXP. 04
D TE 06/13/18
SCALE: 1/4"=1'- 0"
SHEET
S1.2
TIE VERTICAL REBAR
TO HORIZATIONAL
REBAR W/ 10" HOOK
GROUTED BOND BEAM
TIE VERTICAL REBAR VARIES PER ELEV.
TO HORIZONTAL / d. ° a ° a
REBAR W/ 10" HOOK
GROUTED BOND BEAM
f a
— VARIES PER ELEV. °
°
d °
z °
° q a °
CN
d a a
I �a J
O I. °Q < Q I
p 1d
d ° I #5 BARS
a Q
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0
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a
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J a ° ED
d a a d ° d
p CLEAN OUT REQUIRED d a ° ° a ° a Z NNpE� Di
° _1� d lJ
ry °' FnR INSPFCTION " n'.. °- d ° .,mod a a CO
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00
TIE ERTICAL REBAR v
A° a a4 ° ° °d 4 d TO HORIZONTAL ° ° 0 ° • O
d d REBAR W/ 10" HOOK o
° 4— —� ° I. co
— °
a d °
Z_ M
LLJ
�O
MU
° CMU UNIT DIMENSIONS
ARE NOMINAL SIZES
OFFSET METHOD CONTINUOUS
METHOD
HORIZONTALNERTICAL HORIZONTALNERTICAL
REINFORCING 2 REINFORCING
<voon�
o
MASONRY SYMBOLS
3 SCALE:3/4"=1'-0"
SCALE: 3/4"=1'-D" SCALE: 3/4"=1'-0"
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
42"
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
1 42"
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774.6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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S UBDIV. & LOT:
CREEKSIDE
LOT #57
PROJECT�§6
04321.000 061R1
MODEL:
4EGB
"GALEN"
GARAGE SWING:
RIGHT
PAGE:
DETAILS
L60 MPH EXP.
ARCHrMCT.
STATE OF FLORIDA
JUN
NT
D TE: 06/13/18
SCALE: 1/4"=1'-0"
S1.2A
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: USP DTC W/ (13) 10d x 1 1/2" HDG NAILS.
SMALL JACKS < 9' MAY BE NAILED W/ (10)d x 1 1/2" HDG NAILS, CONCRETE TO
WOOD FLOOR:
USP LPTA W/ (10) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
USP RT16A OR LUGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON LINTEL
MANUFACTURER SHOWN IN STRUCTURAL PLANS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND
APPROVAL.
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT,
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
HEADER SCHEDULE
MARK
SIZE &
DESCRIPTION
REMARK
0
(2)2x6
0
(2)2x8
BEAM SCHEDULE
INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / E3.01. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB
ABBREVIATIONS
E.E. = EACH END,
O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT
MARK
DESCRIPTION
(Psl)
SIZE
REINFORCEMENT
STIRRUPS
REMARKS
gTM.
TOP
MID
SIZE
SPACING
BB1
MASONRY
3000
8x8
--
(1) #5
—
N/A
N/A
GROUTED SOLID
BB2
MASONRY
3000
8x16
—
(1)#5
(1)#5
1 N/A
N/A
GROUTEDSOLID
"CAST-CRETE" SAFE LOAD TABLES
SAFE GRAVITY LOADS
FOR
8" PRECAST
& PRESTRESSED
U-LINTELS
1
SAFE LATERAL
8" PRECAST & PRESTRESSED
LOADS
FOR
U-LINTELS
SAFE UPLIFT LOADS
FOR 8"
PRECAST
&
PRESTRESSED
U-LINTELS
owr+m
SAFE
LOAD
-POUNDS
PER
LINEAR
FOOT
SAFP
LOAD
SAFE
LOAD
-POUNDS
PER
LINEAR
FOOT
TYPE
LENGTH
6U6
BFB-0B
8F12-0B
BF16-OB
OF20-OB
BF24-0
8F28-OB
8F32-OB
TYPE
LENGTH
SU8
8F8
RCMLI
TYPE
LENGTH
8f8-17
8Fi2-iT
BFi6-1T
8F20-1T
8F24-1T
8F28-iT
8F32-1T
8F8-iB
8F12-1B
8F16-1B
OF20-iB
8F24-114
8F28-iB
8F32-1B
8F8-2T
8F12-2T
8F16-2T
8F20-2T
BF24-2T
8F28-2T
8F32-2T
T-6" (42") PRECAST
2231
3069
3719
5163
6607
6054
9502
10951
3'-6" (42') PRECAST
1025
1024
1598
T-6" (42") PRECAST
1569
2655
3524
4394
5263
6132
7001
3069
4605
6113
7547
8974
10394
11809
1569
2655
3624
4394
5263
6132
7001
4'-0" (48") PRECAST
1966
2561
2751
3820
4890
5981
7034
8107
4'-0" (48') PRECAST
765
763
1
1309
4'-0" (48") PRECAST
1363
2305
3060
3815
4570
5325
6079
2693
4605
6113
7547
8974
10394
11809
1363
2305
3060
3815
4570
5325
6079
4'-6" 54"
( ) PRECAST
1599
1969
2110
2931
3753
4576
5400
6224
q'-6" (54') PRECAST
592
591
1073
4'-6" (54") PRECAST
1207
2040
2707
3375
4043
4711
5379
2189
4375
1 6113
7547
8672
10294
11809
1267
2040
2707
3375
4043
4711
5379
5'-4" (64") PRECAST
1217
1349
1438
1999
2560
3123
3686
4249
5'-4" (64") PRECAST
411
411
745
5'-4" (64") PRECAST
1016
171 Qnt
2276 1a)
2838
3399
3981
4522
663
39s9
53s5
75a7�6,
73azGw
6733„3
1o1z71,6
1016
1715
zve
2B3s
3399
3961
4522
5'-10" (70") PRECAST
1062
1105
1173
1631
2090
2549
3009
3470
5-10" (70') PRECAST
340
339
616
5'-10" (70") PRECAST
909
1567(e)
20BQ13,T
2593 t9)
3107
3620 4
4133 3)
1451
2622
4360
7168(45)
60361a)
7181„s1
B3287
929
1567
2080
2593
3107
3620
4733
6'-6" (78") PRECAST
908
1238
2177
3480
3031
3707
4383
5061
6'-6" (78") PRECAST
507
721
490
6'-6" (78") PRECAST
83512
1407)2N
186Q2,)
2329,a
2790,36
3251(14)
3712(,z)
1236
2177
3480
5381
8360
1039437)
8825„4)
835
1407
1868
2329
2790
3251
3712
T-6" (90') PRECAST
743
loll
1729
2632
2205
2698
3191
3685
T-6" (90') PRECAST
424
534
363
T-T (90") PRECAST
727 23
1065(26)
1624p,
2025,26
2426,z6,
2827(26)
3228a4)
1011
1729
1 2661
3898
5681
6467(44)
6472(35)
727
1224
1624
2025
2426
2827
3228
9'-4" (112') PRECAST
SSq
699
1160
1625
2564
3486
2818
3302
9'-4" (112') PRECAST
326
512
230
9'-4" (112") PRECAST
591
70826
113634
147434
181534
215734
250034
752
1245
1843
2564
3486
4705(3�
839034,E
591
862
1318
1643
1969
2294
2619
10'-6" (126') PRECAST
475
535
890
1247
2093
2777
2163
2530
10'-T (126") PRECAST
284
401
180
10'-6" (126") PRECAST
530
57s 24
916 3
118833)
146133
1736�
2011 (33
643
1052
1533
2093
2781
3643(3s)
4754(46)
530
695
1180 @)
1472 (4)
1763
2055
2346
11'-4" (136') PRECAST
362
582
945
1366
1846
2423
3127
4006
1 T-4" (136') PRECAST
260
452
154
11'-4" (136') PRECAST
474
504 an
800 (32
1037(32)
12M2L
1513132)
1753 3z
582
945
1366
1846
2423
3127
4006
494
607
1042)Oo)
1372„1)
1643
1915 P)
2187 6
12'-0" (144') PRECAST
337
540
873
1254
1684
2193
2805
3552
12'-0" (144') PRECAST
244
402
137
12'-0" (144") PRECAST
470 rn
458�
724(31)
938 (32)
115332
1369,3
1585(32)
540
873
1254
1694
2193
2805
3552
470
550
940 no)
1302 s
156003)
181 Q, 1)
2075 ,o
13'-4" (160") PRECAST
296
471
755
1075
1428
1638
2316
2883
13'4" (160') PRECAST
217
324
110
13'4" (160") PRECAST
41 B ,
386(22)
607 30
785 m
964 i3o
1143 ,
1323....
471
755
1075
1428
1838
2316
2683
428
460
7BO (9)
1159121
1418(zo)
165$,$)
1887(,,)
14'-0" (168") PRECAST
279
424
706
1002
1326
1697
2127
2630
14'-0" (168') PRECAST
205
293
100
14'-0" (168') PRECAST
384 1,
358 PI)
560 zs
724(30)
889(30)
1054
1220,E
442
706
1002
1326
1697
2127
2630
410
425
717 (»
1063 a,)
1356,23)
1582,u)
1807,2,,
14'-8" (176") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
14'-8" (176') PRESTRESSED
N.R.
284
91
14'-8" (176") PRESTRESSED
239
334¢8)
520p
672,zs
825 c-)
978p)
1131(,)
458
763
1370
1902
2245
2517
2712
246
395
663
980(20)
1303
15186
1734zn
15'-4" (184") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
15'-4" (184') PRESTRESSED
N.R.
259
83
15'-4" (184") PRESTRESSED
zza
313 m)
486 a
827,$)
789,e
911 zs
1654ps
412
710
1250
1733
2058
2320
2513
230
1 368
616
908 p)
1240 )
1460(27)
1668ue
1T-4" (208") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
1T-4" (208') PRESTRESSED
N.R.
194
64
1T-4" (208") PRESTRESSED
187
263 13
405 zo
521 27
638 27
756 2r
873 27
300
5a6
950
1328
1609
1849
2047
192
306
506 ,a,
740 its)
1005,zr
1271,31)
1473,31)
19'-4" (232") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
19'-4" (232") PRESTRESSED
N.R.
148
52
19'-4" (232") PRESTRESSED
162
229 37)
348
447 (26)
547,2
647 26
747 )26
235
420
750
1037
1282
1515
1716
166
263
429 0)
623 n4
841 26
1059(3o)
1227p,
21'-4" 256"
( )PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
21'-4" 256' PRESTRESSED
()
N.R.
125
42
-4
21'" ( 256") PRESTRESSED
142
204 16)
307(23)
393 23
2 480,
568 24)
655 za
180
340
598
845
1114
1359
1468
142
232
373
537 (17)
721 zs
905 zs)
1046121
22'-0" (264") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
22'-0" (264') PRESTRESSED
N.R.
116
40
22'-0" (264") PRESTRESSED
137
197 (15)
295 22
379 23
462 23
546 z
630 23
165
315
550
7B4
1047
1285
1399
137
223
358
513 Ov
686 24)
863,2e
999 z
24'-0" (288") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
24'4" (288') PRESTRESSED
N.R.
91
33
24'-0" (288') PRESTRESSED
124
179 (14)
267(n)
342,2,
416 ¢„
49z,n)
567 22,
129
250
450
654
884
1092
1222
124
202
319 q)j
455 16
606 a4
1 757 a,
876 v
(#) THE NUMBERS IN PARENTHESIS
REDUCTIONS FOR GRADE
40 FIELD
ARE
ADDED
PERCENT
REBAR
(#) THE
REDUCTIONS
NUMBERS
IN
FOR GRADE
PARENTHESIS
40
ARE
FIELD ADDED
PERCENT
REBAR.
- ALL VALUES TAKEN FROM "SAFE LOAD TABLES" BY CASTCRETE MAY 2015 EDITION - PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE
- ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE MINIMUM 4" OF BEARING PAST EACH SIDE OF WINDOW OPENING
PRODUCT CONTROL NOTICE OF ACCEPTANCE F.E.C,P CORPORATION-CASTE-CRETE
DIVISION ACCEPTANCE #: 16-0126.03
8F16/1T/0M/0B
FIRST FLOOR LIFT BEAM PLAN
SCALE: 1/4 = V-0"
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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SUHDIV. ac LOT:
CREEKSIDE
LOT # 5'7
PEtOJECT#
04321.000 061R1
MODEL:
4EGB
"GALEN"
GARAGE S WING:
RIGHT
PAGE:
FIRST FLOOR
LIFT BEAM PLAJC
AND NOTES
L(CAST-CRETE)
60 MPH EXP.
ARCHrrECT.-
STATE OF FLORDA
np 06/13/18
SCALE: 1/4"=V-0"
SHEET
2
NOTES TO THE INSPECTOR/CONTRACTOR TYP.8"x8"
1. PLACE LINTEL ACROSS TOP OF OPENING. BOND BEAM 1#5
2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL.
(�G\ 3. PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING 8 �c
\\� PLACE STEEL HEIGHT.
�OF REINFORCING (1-2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND
AS DEPICTED HEREIN. STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST 1#5
TWO COURSES ARE BOND BEAMS WITH A#5 BAR IN EACH COURSE. TYP. 8"x16" Zp
5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM BOND BEAM
#5 CORNER BAR W/ 30" LAP FOR EACH of / COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED. THE STEEL
COURSE OF BOND BEAM / REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE 1#5
/ A TOP OF THE LINTEL.
VERTICAL REBAR W/ 10" HOOK 5 \ v 6. UNO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP.
P� F� 8x16 DBL. BOND TOP OF
2 Q�� BEAM W/ (1) #5 BAR BOND BEAM
•\QEACH COURSE
G 8x8 BOND BEAM TOP OF
• CQ�G�\� ue
W/ (1) #5 BAR BOND BEAM
F = FILLED W/ GROUT
30" TYPICAL ��C U = UNFILLED GROUT SOLID FROM TOP
�1\� NOMINAL LINTEL TO TOP OF BOND OF OPENING
WIDTH # OF #5'S, IN 2ND BOND BEAM
#5 BAR IN BOND BEAM BEAM COURSE
SEE NOTE 5
16-1T/1 M/OLINTEL W1B 8x8 PRE -CAST CONCRETE
AR
NOMINAL —�� LENGTH OF1BAR g WI(DTHOF MASONRY
$Q� HEIGHT #OF#5'S,TOP OPENING-2"
CORNER
BOND BEAM COURSE OR 2 BEAM DESIGNATION
REINFORCING O F BOND BEAM IT IS THIS ENGINEER'S INTENT # OF #5'S, BOTTOM 8x8 PRE -CAST CONCRETE SCALE: 3/4"=1'-0"
THAT XFXX- 1T/1M/OB INDICATES A DOUBLE BOND BEAM PLACED IN LINTEL LINTEL, W/O STEEL (L1) REFER
SCALE: 3!4"=1'-0" AND XFXX-1T/OM/OB INDICATES A SINGLE BOND BEAM TO PLAN FOR LOCATIONS TOP
OF OPENING
P CAST HEADER(MIN)
SINGLE BOND BEAM TA (MI X 3)PCON IZ RIVE
AT HIGHER ELEVATION RIVE PIN (MIN
SHANKSIZE.1 MIN HEAD
WINDOW SIZE .300 MIN EM DMENT 1
SINGLE BOND BEAM 1/4") 8" FROM EACH D AND
AT LOWER ELEVATION 18" O.C. MAX. MIN 1-1/4'
tai_ EMBEDMENT po or
#5 BAR BENT
APCON
AS SHOWN 3 1/4" OR (MIN 2 X 3) MIN S ANK
PRE -CAST --' 4 v OR DRIVE PIN {MIN SHANK
WINDOW SIZE,145 MIN HEAD SIZE .300
SILL MIN EMBEDMENT 1 1/4") 8"
SLOPE FROM EACH END AND 18"
o
7p. L6 ro EMBEDMENT
1-1l4"
0
_ 7x8 (MIN 2 X 3} 2-3116
TAPCON OR DRIVE PIN ( N
OPEN FACE SHELL SO
SHANK SIZE. 145 MIN HEA
AS TO ALLOW BENT SIZE .300 MIN EM NT 1 2X4 SOLID BLOCKING
BAR TO BE PLACED IN 1/4") 8" FROM H EN D SECURE TO SHEATHING
UPPER AND LOWER #5 MIN. REQUIRED IN 18" O.C. MAX. M 1-1/4" MIN. 2-12d PER BILK. EA. EN
BOND BEAM EMBEDM T
EACH CELL HOOKED IN
TOP BOND BEAM W/ 7/16" OSB SHEATHING
STANDARD ACI HOOK TYPICAL MASONRY WINDOW CMU WALL
CORNER BARS SILL CONSTRUCTION 5 ARCHWAY FRAMING DETAIL
AT CORNER STEP 4' SQALE 1,/2"=r-o°
3 SCALE: 3/4"=1'-0' SCALE: 3/4"=1'-0"
PROVIDE 3" DIA. HOLE IN
LINTEL SO THAT VERT.
REI NF. BAR CONTINUES
THROUGH LINTEL.
I
II SINGLE #5 CORNER
BAR, 30x30 TURNED UP OR TURNED DOWN INTO STEEL REINF. OF
FILLED CELL BOND. BEAM
II II
8x8 CMU PIER I PROVIDE #5 BAR
I I / W/ SINGLE OR DOUBLE REINF. BAR(S), AT EACH SIDE
SEE PLAN. STEEL REINF. OF OF ELEVATION
ENSURE THAT PIER GROUTS BENEATH BOND. BEAM CHANGE
LINTEL.
CHANGEIN
ELEVATION OF BOND BEAM
7 SCALE: 3/4"=1'-0"
6 SINGLE LINTEL, MULTIPLE OPENINGS
SCALE: 314"=1'-0"
1441 N. RONALD REAGAN Bl
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-7744078
www.abdesigngroup.com
AA #: 0003325
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SUBDIV. 79 LOT:
CREEKSIDE
LOT #57
PROJECT#
04321.000 061R1
MODEL:
4EGB
"GALEN"
GARAGE 391nXG:
RIGHT
PAGE:
DETAILS
60 MPH EXP.
ARCHTECT-
STATE OF FLORIDA
ppjjd- 06/13/18
SCALE: 1/4"=12- Q"
S2.1A
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: USP DTC W/ (13) 10d x 1 1/2" HDG NAILS.
SMALL JACKS < 9' MAY BE NAILED W/ (10)d x 1 1/2" HDG NAILS, CONCRETE TO
WOOD FLOOR:
USP LPTA W/ (10) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
USP RT16A OR LUGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE VVITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON LINTEL
MANUFACTURER SHOWN IN STRUCTURAL PLANS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEWAND
APPROVAL.
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 PBS36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERVISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN [DESIGNED BASED ON
RATIONAL ANALYSIS.
12, ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERVISE.
TRUSS MANUFACTURER / ENGINEER NOTES:
1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE
FABRICATED W/ A 2x6 BTM. CHORD (MIN.)
2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS
WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT
SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES.
3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL "TRUSS TO
TRUSS CONNECTIONS.
4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN.
MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN
COLUMN SCHEDULE
MARK
SIZE &
BASE PEA TE OR
REMARK
DESCRIPTION
REINFORCEMENT
4x4 (3 1/2"x3 1/2")
USP PAU44 W/ 6/8" DIA. x
Dt
SYP. PT, WOOD POST
6" EXP. BOLT
02
DOUBLE STUD
4x6 (3 1/2"x5 1/2")
USP PAU46 W/ 5/8" DIA. x
9
SYP. PT, WOOD POST
6" EXP. BOLT
5
3
91�
1 0e LBS
ski
I I
PREFABRICATED FLOOR
TRUSSES @ 24" O.C. MAX.
1
I ------ —S3.16 ---
I
3-PLY LL
G: 4246 LBS
APPLY DRAFTSTOPPING
o I IJ I I I I I I ALONG THIS TRUSS AS TO
LIMIT AREA II 0 FB -
II II FBCR 302.12.12 C
2X4 WOOD WALL W/ SYP—
NO. 2, STUDS @ 12" O.C.
_ — - — - — - - — - — - — -
I I
3.1B
PREFABRICATED WOOD FLOOR
TRUSSES @24"O.C_MAX - ----- -
I
I
I3.11B
1-PLY
U:-818 LBS
G:1778 LBS
1A
GIRDER TO CMU WALL W/ USP
LGUM26-3 W/ (4) 3/8" X 4"
WEDGE BOLTS TO CMU & (4)
1/4" X 3" WS3 WOOD SCREWS u
GA500 LBS
� u
� u
D1
O 3-PLY
IL
G:4246 LBS - I ---
5 10E 3
S3.1
S3.1 B
4 (p1
I
1—T -T T
4 �ZA
II II 31 I I S3.18 I II I
FLOOR FRAMING PLAN
SCALE: 1/4" = 1'-Q"
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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SUBDIV. 8e LOT:
CREEKSIDE
LOT # 5'7
PROJECT#
04321.000 061R1
MODEL:
4EGB
"GALEN"
GARAGE SWMG:
RIGHT
PAGE:
FLOOR
FRAMING
PLAN
60 MPH EXP. C
ARCHTECT-
STATE OF FLORIDA
Kl
rr AN a
DATE: 06/13/18
SCALE: 1/4"=1'-0"
s3
PLYWOOD SHEATHING, SEE
A-USP DTC TRUSS ANCHOR "ROOF/WALL/FLOOR
B-(1) USP DTHA20 TRUSS ANCHOR (1 PLY) SHEATHING
WITH (18) 10d x 1 1/2" TO TRUSS PLYWOOD SHEATHING, SEE ENGINEERED WOOD FASTENER SCHEDULE" # 1175 UPLIFT USP
C- (2) USP TA20R TRUSS ANCHORS (2 OR "ROOFNVALUFLOOR TRUSSES @ 24" O/C, HTWM20 W/ 10 10d TO
MORE PLY) WITH (10) 10d x 1 1/2" NAILS TO SHEATHING SUBMIT SHOP DRAWINGS TRUSS AND (4) 1/4"x 2 1/4"
TRUSS.PROVIDE 5" MINIMUM CONCRETE FASTENER SCHEDULE" FOR REVIEW TAPCONS TO CONT
EMBEDMENT, DBL STRAP, 1 EACH SIDE AND APPROVAL POURED LINTEL
WRAPS UP AND OVER TRUSS (NOT SHOWN)
(2) USP TA20R TRUSS # 1900 UPLIFT (2) USP
ANCHOR WITH (16) 10d HTWM20 INSTALLED ON PRE-ENG TRUSS
x 1 1/2" NAILS TO OPPOSITE FACES OF
TRUSS. PROVIDE 5" BLOCK WALL W/10 10d TO
MINIMUM CONCRETE TRUSS AND (4) 1/4" x 2 114"
EMBEDMENT. DBL TAPCONS TO CONT CONTINUOUS BOND BEAM
2x WOOD FASCIA SEE STRAP, 1 EACH SIDE POURED LINTEL
ARCHITECTURAL 2x6 WRAPS UP AND OVER
SECURED W/ (2) 16d TRUSS (NOT SHOWN) (1A) USP RFUS STEEL CONNECTOR
GALV. COMMON NAILS. ENGINEERED WOOD USED IN CONJUNCTION WITH (4) 3/4"x6" WEDGE BOLTS AND
lx2 SECURED W/ 10d TRUSSES @ 24" O/C, WITH HEAVY UPLIFT (12) WS3 SCREWS
GALV. COMMON NAILS SUBMIT SHOP DRAWINGS CONNECTOR (28) USP USC** WITH (2) 3/4"x6" WEDGE
12" O/C FOR REVIEW ANCHORS AND (8) 16d NAILS
AND APPROVAL 2x WOOD FASCIA SEE (2C) USP USC** WITH (4) 3/4"x6" WEDGE
ARCHITECTURAL 2x6 ANCHORS AND (8) 16d NAILS
SECURED W/ (2) 16d
MASONRY BOND BEAM GALV. COMMON NAILS. IF 4 BOLTS ARE USED
SEE SCHEDULE 1x2 SECURED W/ 10d MASONRY BOND BEAM ENSURE THAT CELLS ARE GROUTED
A ALLOWABLE UPLIFT = 1825 LBS 0 STRAP) (1 OR MORE PLY) GALV. COMMON NAILS SEE SCHEDULE SOLID, 8" EACH WAY OF BOLTS TAP CONS MIN. 2"
B ALLOWABLE UPLIFT = 2430 LBS (1 STRAP) (1PLY) 12" O/C A ALLOWABLE UPLIFT = 7910 LBS (4 WEDGE BOLTS IN RFUS) COVER 2" APART
C ALLOWABLE UPLIFT = 2410 LBS (2 STRAPS) (2 OR MORE PLY) BALLOWABLE UPLIFT = 10223 LES (2 WEDGE BOLTS)
C ALLOWABLE UPLIFT = 12543 LBS (4 WEDGE BOLTS) REPAIR OF MULTIPLE
TYPICAL TRUSS/ TYPICAL ROOF MISPLACED EMBEDDED TRUSS ANCHOR
1a 1b 1C GIRDER CONNECTORS) SCALE 3/4"=1'-0" 2a 2b Zc GIRDER CONNECTOR(S) SCALE:3/4"=V-0" SCALE 3/4"=1'-0"
(2) 2X4 No.2 SYP DIAG. 2x4 BLOCKING BETWEEN
3/4" T & G SU13FLOOR GLUED AND EA. TRUSSES WHERE
SCREWED AS PER SCHEDULE TRUSS (DIAG. BRACE TO X-BRACING IS PRESENT AT
LSTA12 20 GAUGE
COVER 5 TRUSSES) 4-4- O.C. (AT SHEATHING W/ 10dxl/2 HPG COMMON NAILS. 0'-0" TO 30'-0" (1) "X" BRACE SEAMS)
PER ELEVATION @ EACH END TOTAL OF 10 6-0" MAX 30'-l" TO 6U-0 (3) "X" BRACE SECURE 2x8 PT. PLATE
FLOOR SEE PLAN (1) "X" BRACE @CENTER TO BLK W/ 1/2" DIA.
GIRDER FOR LOCATION (2) "X" BRACE DIVIDED EQUALLY ANCHOR BOLT W/ 2"
v v FROM CENTER TO END. WASHER SET IN HIGH
2x WOOD FASCIA, STRENGTH EPDXY 6"
SEE ARCHITECTURAL MIN. EMBED. AT 32" OC
1x4 DIAGONAL MAX.
PER ELEVATION BTM. CHORD
PRE-ENG GABLE TRUSS SECURE GABLE TO 2x8
PRE-ENG FLOOR TRUSS BRACING, SEE P.T. PLATE W/ 12d's 8"
PLAN FOR LOCATION O.C. MAX
5/8" GYPSUM L30ARD OR 1/2" HIGH o U a MAY NOT BE STIFFBACK (AS PER
STRENGTH CLG. BOARD iv d REQUIRED TRUSS ENG) CONT. 2x4 SECURED W/
(2) 10d's @ EACH TRUSS
SECURE TRUSS TO TOP PLATE w/ (2) TO BE INSTALLED @
16d TOENAILS BTM. CHORD OF 1U-0" O.C. MAX.
DOUBLE TOP PLATE HTT4 W/ 5/8" A.B. WITH WOOD ROOF TRUSSES
MIN. 7" EMBEDMENT
TO SLAB & (20) 16d x SEE SCHEDULE FOR
2x4 OR 2x6 WOOD BEARING 2-1/2" NAILS TO POST.,
WALL W/ SYP No 2 STUDS SEE POST TO SIT DIRECTLY BOND BEAM REQ.
PLANS FOR SPACING. SINGLE ON SLAB
BTM. PLATE TO BE PT. zz
PROVIDE DBL. TOP PLATE
PROVIDE BLOCKING as lx4 BTM. CHORD END WALL OR OTHER
° a BRACING 6'-0" O/C END TYPE CONDITION, IF
1/2" GYP. WL. BD. ° SECURED W/ DEPICTED SEE PLAN
b ° a ° MAX.,X, COMMON
s NAILS AT BTM. CHORD BRACING D__
BLOCK WALL W/ GABLE END
INTERSECTIONTYP. 6BLOCK
TRUSS SCALE:3/4"=1'-0"
SCALE: 3/4"=1'-0"
° °` GIRDER/WOOD POST CONNECTIONS
4'4 4o
U
FLOOR TRUSS CONNECTION @ L.B.W.
SCALE:3/4"=V-0" (NO UPLIFT) SPACING
CENTRAL
G SPACING
SEE SEE TRUSS BRG. OR BTM.
CHEDUL SCHEDULE SEE FRAMING PLAN
6" 7" 7" 6" 7" 7" I, 5" 5" 5"
C+
w-
O r O O O O i i` O
NOTCH DEPTH I/4*D SEE
SCHEEMBED. LFOR
BOIL - SEE LEDGER SCHEDULE w THE USE OF ALTERNATE MATERIALS MAY BE
HOLE EDGE>5/8" 1.ENSURE
DCELL CELLS,
ROUNDTS ARE PLACBOLT. INTO USED SO LONG AS THEY CONFORM TO THE
GROUTED FRONT
, 8" ALL AROUND BOLT.
HOLE DIAMETER 2, END OF FRONT AND REAR LEDGER SHOULD FOLLOWING
< 2/5*D SGL. STUD Z LAP A MIN OF 4'-0".
OUTER 1/3 OF 00 3. ALL BOLTS TO HAVE WASHERS 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS
SPAN ONLY T 4. EXP. BOLTS SHOULD NOT BE ANY CLOSER A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS
e I D/E C A B - Z THAN 6" O/C. EQUIVALENT OR GREATER UPLIFT AND LATERAL (F1 AND F2) LOAD CAPACITIES
HOLE EDGE>518" 00 g 5. IN LIEU OF HILTI PAPS, 1/4" DIA. x 3" MASONRY AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND
A - USP TH) 16d G L 1200 LBS, U < 1280 LBS W/ 16 VA USP WEDGE -BOLT, 5" MIN. SCREWS (TAPCONS) MAY BE USED, SAME ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE
_ EMBED (20) 16d GALV. COMMON NAILS AND (8) 16d VALV. COMMON NAILS. FL#17232
B - USPTHDH26 G < 2400 LBS, U < 1425 LBS W/ (2) 3/4"° USP WEDGE -BOLT, 5" MIN. (2) _ PT -4SPACING REQUIREMENT. THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO
EMBED (20) 16d GALV. COMMON NAILS AND (10) 16d VALV. COMMON NAILS. FL#17232
C - USP THDH28-2 G < 2400 LBS, U < 2560 LBS W/ (2) 3/4"° USP WEDGE -BOLT, 5" MIN.
EMBED (36) 16d GALV. COMMON NAILS AND (10) 16d VALV. COMMON NAILS. FL#17232
D - USP THDH28-2 G < 4800 LBS, U < 2650 LBS W/ (4) 3/4"° USP WEDGE -BOLT, 5" MIN.
BTM. HOLE DIAMETER EMBED (36) 16d GALV. COMMON NAILS AND (10) 16d VALV. COMMON NAILS. FL#17232
PLATE < 3/5*D DBL. STUD E - USP THDH28-3 G < 4800 LBS, U < 2650 LBS W/ (4) 3/4"° USP WEDGE -BOLT, 5" MIN.
EMBED (36) 16d GALV. COMMON NAILS AND (10) 16d VALV. COMMON NAILS. FL#17232
WOOD LEDGER
9 ATTACHMENT DETAIL
SCALE: 3/4"=1'-0"
STUD NOTCHING
A USP RT16A (FL#17236) OR LUGT2 (FL#17240). ROOF TRUSSES ARE SUBJECT TO UPLIFT, F1,
AND F2 FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE
SUBJECT TO F1 AND F2 FORCES.
11 ALTERNATE MATERIALS
AND BORING LIMITS WOOD LEDGER DETAIL SCALE:3/4"=,'-o"
SCALE: 3/4"=1'-0"
LEDGER SCHEDULE
MARK
SIZE
BOLT SIZE
5' EDGE SPACING
CENTRAL SPACING
A
DOUBLE 2x8
1/2"
8" O/C
16" O/C
B
DOUBLE 2x8
3/4"
8" O/C
24" O/C
C
DOUBLE 2x10
1/2"
8" O/C
16" O/C
D
DOUBLE 2x10
3/4"
8" O/C
6" O/C
24" O/C
E
DOUBLE 2x10
3/4"
16" O/C
F
DOUBLE 2x12
3/4"
F 6" O/C
12" O/C
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
F
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SVHDIV. & LOT:
CREEKSIDE
LOT #57
PROJECT#
04321.000 061R1
MODEL:
4EGB
"GALEN"
GARAGE SWING:
RIGHT
PAGE:
DETAILS
60 MPH EXP. C
DATLi 06/13/18
SCALE: 1/4"=11- 0"
F_'j*i.*4y
S3.lA
FLOOR DECK
2x6 PT TERMINATION
2x4 STRONGBACK SECURED TO BLOCKING SECURED TO WALL
EACH TRUSS W/ (3) 16d COMMON W! (6) 3/16" ° x 4 TAPCONS
NAILS PROVIDE 2-TRUSS LAP
SPLICE LOCATED EITHER TOP OR
BOTTOM OF FLOOR TRUSS,
TYPICALLY 10'-0" BUT REFER TO
TRUSS ENGINEERING
2x4 STRONGBACK,
1 FLOOR BRAGING
SCALE: 3/4"=1'-0"
USP LFTA6 W/
(16) 8d COMMON NAILS 2x STUDS
USP LFTA6 W/ (16) 8d EACH END
COMMON NAILS, EACH FL#17244
END EVERY STUD OR ON
EACH END OF "BUNDLE"
OF STUDS
PLYWOOD FLOOR
SHEATHING
bid
USP SPTH4/SPTH6 BTM.
FLOOR TRUSS OR PLATE STRAPS W/ 10d x 1
GIRDER TRUSS 1/2" HDG NAILS FL#17239
WALL / FLOOR FRAMING,
2 TRUSS PARALLEL TO WALL
SCALE: 3/4"=1'-0"
DBL PT 2x6 BLK'NG BETWEEN
TRUSSES W/ 10d @ 3" O.C. 1ST PLY
INTO LEDGER AND 10d @ 3" O.C.
STAGGERED UPPER PLY INTO 2x6
BELOW
8" CMU WALL
REINF PER PLAN
PER ELEVATION
FOW
O 'H
U) Q z
m OU U
O oLo<
z w
PER ELEVATION cv m
1X2 FIRE -STOP
1/4"
}II
#8 WOOD SCREWS
x 2" LONG @ 3" O.C.
STAGGERED OFF
CENTERLINE OFF 2x6; }II
3/4" AS SHOWN
USP A3 EA.
TRUSS
�PP� /4„
NAILING PATTERN
PRE-ENGINEERED WOOD
FLOOR TRUSSES (SEE
FRAMING PLAN)
DBL 2X_ LEDGER
SEE SCHEDULE
SECTION DETAIL
AT TRUSSES BEARING
3 ON EXTM��
SGA
#8 WOOD SCREWS x 2"
LONG @ 3" O.C.;
STAGGERED }II
AS SHOWN
DBL 2X8 LEDGER
DB
TO CMU W/ 1/2" EXP. BOLT
8" CMU WALL AT 16" O.C. AND 8" FROM }II
REINF PER PLAN END W/ MIN 5-1/2" EMBED.
FLOOR DECK
PER ELEVATION
O �'�
U) a z NAILING PATTERN
ED
O ova
zQw
PER ELEVATION w m
24" MA PRE-ENGINEERED WOOD
2x4 P.T. CEILING FLOOR TRUSSES (SEE
NAILER W/ FRAMING PLAN )
MASONRY NAILS
@ 12" O.C.
1X2FIRE-STOP SECTION DETAIL
AT TRUSSES PARALLEL
4 TO EXTERIOR WALL
SCALE: 3!4"=1'-0"
2x STUDS PER PLANS
2x STUDS PER PLANS
DBL PT 2x6 BLK'NG BETWEEN
TRUSSES W/ 10d @ 3" O.C. 1ST PLY
FLOOR DECK
2x4 CONT. W/ (S) 16d NAILS
DBL PT 2x6 BLK'NG BETWEEN
INTO LEDGER AND 10d @ 3" O.C.
STAGGERED INTO 2x6
#S WOOD SCREWS
x 2" LONG @ 3" O.C.;
2x4 BLOCKING @ EA. BRACE.
NOTE:
@ TOP OF FLR TRUSS
TRUSSES W/ 10d @ 3" O.C. 1 ST PLY
UPPER PLY
BELOW
HI
STAGGERED OFF
TOENAIL INTO TRUSS W/ 4 16d
STRUCTURAL SHEATHING
(TOP 2X4 SUPPORTS BT.
INTO LEDGER AND 10d 3" O.C.
CENTERLINE OFF 2x6;
NAILS @ EA.
MUST NOT BREAK WITHIN
PLATE OF 2ND FLR)
STAGGERED UPPER PLY INTO 2x6 /11
3/4" AS SHOWN
4
2x4 BRACE @ 48" O.C. w/ (5) 12d
1'-4"MIN. FROM 2ND. FLR.
FLOOR DECK
BELOW #8 WOOD SCREWS
I}
DBL 2X8 LEDGER
NAILS @ EA. END
LINE
2x6 CONT. W/ (8) 16d NAILS
@ 3" O.C.;
TO CMU W! 1/2" EXP. BOLT HI
8d RING SHANK NAILS @ 4" O.C. MAX
@ BT. OF FLOOR TRUSS
(BT. 2X6 IS FOR WALL
STAGGERED OFF II
8" CMU WALL
AT 16" O.C. AND 8" FROM
INTO BLOCKING
SHEATHING NAILER)
CENTERLINE OFF 2x6;
8" CMU WALL }II
REINF PER PLAN
END W/ MIN 5-1/2" EMBED.
16d NAILS @ 8" O.C. MAX
3/4" AS SHOWN
REINF PER PLAN
1X2 FIRE -STOP
PER ELEVATION
FLOOR DEC 3/4"
PER ELEVATION PER ELEVATION
EA. 4L
O �z
NAILING PATTERN
TRUSS
PER ELEVATION s 3/4"
z
'oOU=
NAILING PATTERN
O O�<
of z4tw
PER ELEVATION w m_
PER ELEVATION PER ELEVATION
PRE-ENGINEERED WOOD
24" MA
PRE-ENGINEERED WOOD
PER ELEVATION
2x4 P.T. CEILING
FLOOR TRUSSES (SEE
FLOOR TRUSSES (SEE
NAILER W/
FRAMING PLAN)
PRE-ENGINEERED WOOD
FRAMING PLAN)
CONCRETE BEAM- PRE-ENGINEERED WOOD
MASONRY NAILS
@ 12" O.C.
FLOOR TRUSSES (SEE
SEE SCHEDULE FOR SEE SCHEDULE FOR
LISP HTA16 @EVERY
SEE BEAM SCHEDULE FLOOR TRUSSES (SEE
REPAIR DETAIL I F
FRAMING PLAN)
BOND BEAM REQ. BOND BEAM REQ.
TRUSS (VERIFY W/
FOR BEAM FRAMING PLAN)
DBL 2XLEDGI=R
1X2FIRE-STOP
LEDGER INSTALLED TOO LOW
USPHTA16@32"O.C.
TRUSS PLAN)
FL#17680
INFORMATION _
SEE SCHEDULE
MAX.
AT TRUSSES PARALLEL
(VERIFYW1TRUSS
SECTION DETAIL
SECTION DETAIL
TO EXTERIOR WALL
AT PARALLEL / PERPENDICULAR
AT TRUSSES BEARING
5
SCALE :3/4"=1'-0"
PRE-ENG FLOOR TRUSSES
EXTERIOR WALL
6
epN[
SCALE: 3/4"=1'-0"
SCALE: 3/4"=1'-0"
PRE-ENG GABLE TRUSS
2x4 BLOCKING BETWEEN TRUSSES
STRAP TRUSS TO PL.
PRE-ENG
AT FIRST TWO BAYS 4'-0" O.C. (AT
SHEATHING SEAMS) (BLOCKING
PRE-ENG'D
SEE SCHED. BELOW
ROOF TRUSS
NOT SHOWN FOR CLARITY)
TRUSS
) @ 24" O.C.
M
2X4 DIAGONAL
BT ORD
PER ELEVATION
BRACING.
SEE PLAN FO
FOR STRAPPING
LOCATION
VERIFY
PRE-ENG ROOF TRUSS
SECURE 2x8 PT. PLATE TO BLK
W! TRUSS PLAN
TRUSS TO TOP PLATE
5/8" GYPSUM BOARD OR 1/2" HIGH
W/ 1/2" DIA. ANCHOR BOLT W/ 2"
A - USP MTW-12 U < 1195 LBS
STRENGTH CLG. BOARD
4x4/4x6 SYP NO. 2
WASHER SET IN HIGH
W/ (14) 10d GALV. COMMON
SECURE TRUSS TO TOP PLATE w/ (2)
WOOD POST TO
STRENGTH EPDXY 6" MIN.
NAILS.
16d TOENAILS
SLAB. SEE
EMBED. AT 32" OC MAX.
B - (2)USP MTW-12 U < 2390
DOUBLE TOP PLATE
SCHEDULE
SECURE GABLE TO 2x8 P.T.
LBS W/ (14) 10d GALV.
BELOW FOR
PLATE W/ 12d's 8" O.C. MAX
COMMON NAILS EA.
2x4 OR 2x6 WOOD BEARING
CONNECTION
WALL W/ SYP No 2 STUDS SEE
FL#17239
PLANS FOR SPACING, SINGLE
CONC. POURED
BTM. PLATE TO BE PT.
LINTEL COURSE
PROVIDE DBL. TOP PLATE
PROVIDE BLOCKING
USP SPTH4 OR SPTH6 BTM
112" GYP. WL. BD.
.0.
AND TOP PLATE ANCHORS W/
SECURE BT. PLATE TO SLAB W/
10d x 1 1/2" COMMON NAILS
1/2"x9" WEDGE ANCHOR W/ 2"
CONT. 2x4 S ED W/ (2) 10d's @ EACH
FILL ALL HOLES, DO NOT USE
10dx3"
WASHER SET IN HIGH STRENGTH
TRUSS/WOOD POST CONNECTIONS
TRUSS TO BE INS D @ 10'-0" O.C.
MAX.
EPDXY 5-1/2" EMBED. MIN. @ 16"
10a 10b 10c
OC% MAX.
GABLE END BRACING W/ PRE-ENG
GABLE TRUSS @ GMU WALL
�Q
$
TRUSS TO POST CONNECTION
SCALE: 3/4"=1'-0"
a
N
° ;
A - USP MTW-12 U < 1195 LBS W/ (14) 10d GALV. COMMON NAILS. FL#17244
• I!
B - USP HTW-20 U < 2045 LBS W/ (20) 10d VALV. COMMON NAILS. FL#17244
C - USP MUGT/PHD4A U < 3715 LBS MUGT TO TRUSS W/ (4) 10d GALV.
COMMON NAILS TOP, (6) 10d GALV. COMMON NAILS FACE, (12) 10d
COMMON NAILS BACK, (1) 5/8"° A.T.R. TO PHD4A AND (10) WS3 WOOD
�+
TRUSS
GONNEGTION @ L.B.W.
SCREWS
OSLABCONNEC240/FL#172419
POST TO SLAB CONNECTION
9a 9b
SCALE: 3/4"=1'-0"
A&B - USP PAU44 POST BASE <U:2,265 G:6,775 W/ 5/8 DIA. x 6" EXP. BOLT FL#17239
USP PAU46 POST BASE <U:2,265 G:13,815 W/ 5/8 DIA. x 6" EXP. BOLT FL#17239
C - USP HTT4 POST ON SLAB <U:4,465 W/ 5/8" A B. WITH MIN. 7" EMBEDMENT TO SLAB
& (20) 16d x 2-1/2" NAILS TO POST, FL#17324
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
F
r7
04
k
0
W
4
SVHDIV. ee LOT:
CREEKSIDE
LOT # 5'7
PROJECT#
04321.000 061R1
MODEL,
4EGB
"GALEN"
GARAGE STnNG:
RIGHT
PACE:
DETAILS
60 MPH EXP.
06/13/18
SCALE: 1/4"=1'-0"
SHEET
S3. IB
38'-8"
8'-4"
8'-a" 11'-8"
T
10'-4"
I
a
1
-
2'1
2.1
2
z
U
�
O
a
o
0
r,OPEN --'
M
0 0
1
TOP OF DECK
00�L.11
117-0000000CI
IEJ
0
0
4'4"
9'-8" T-4" 3'-4"
T-0"
7'-0"
21'-4"
17'-4"
38'-8" op
SECOND FLOOR
PLAN
SCALE: 1/4 = V-0"
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325 i
F
W
may..
R
W
A
F
MOM 8e LOT:
CREEKSIDE
LOT # 5'7
PROJECT#
04321.000 061R1
MODEL:
4EGB
"GALEN"
GARAGE SWING:
RIGHT
PAGE:
SECOND
FLOOR
PLAN &
NOTES
60 MPH EXP. C
AFKN-IITECT-
STATE OF FLORIDA
06 /13 /18
1 SCALE: 1/4"=1'-0- 1
SHEET
s4
31'-8"
28'-0"
24'-0"
20'-0"
16'-4"
8'-01,
4'-0"
00
ti
co
in
O
O
N
0
iD
O N
4
m
co
0
00
Ln
V'
0
N
L
4'$„
7'-4"
0o 4
14'-4"
4'-0"
T-8"
13'-8"
17'-4"
SECOND FLOOR
DOWEL PLAN
SCALE: 1/4" = 1'-0"
kto
1441 N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
F
y
04
V
W
ti
rn
W
A
E
SUBDIV. da LOT:
CREEKS
LOT # 5'7
PROJECT#
04321.000 061R1
MODEL:
4EGB
"GALEN"
GARAGE SWING:
RIGHT
PAGE:
SECOND
FLOOR
DOWEL
PLAN
60 MPH EXP.
ARCF rrECT--
STATE OF FLORIDA
d jum l n
D Tm:: 06/13/18
SCALD: 1/4"=1'— 0"
SHEET
S4.2
FRAMING NOTES
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: USP DTC W/ (13) 10d x 1 1/2' HDG NAILS.
SMALL JACKS < Y MAY BE NAILED W/ (10)d x 1 1/2" HDG NAILS, CONCRETE TO
WOOD FLOOR:
USP LPTA W/ (10) 1 Od x 1 1/2" HDG NAILS, WOOD TO WOOD:
USP RT16A OR LUGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON LINTEL
MANUFACTURER SHOWN IN STRUCTURAL PLANS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4').
8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE, HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL. TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEWAND
APPROVAL.
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM U-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
BEAM SCHEDULE
RRRRM INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB
ABBREVIATIONS
E.E. = EACH END,
O/C = ON CENTER, F E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT
MARK
DESCRIPTION
Pc
(psi)
SIZE
wxH'
REINFORCEMENT
STIRRUPS
REMARKS
BTM.
TOP
MID
SIZE
SPACING
BB1
MASONRY
3000
8x8
—
(1) #5
—
N/A
N/A
GROUTED SOLID
BB2
MASONRY
3000
8x16
—
(1) #5
(1) #5
N/A
N/A
GROUTED SOLID
"CAST-CRETE" SAFE LOAD TABLES
SAFE GRAVITY LOADS
FOR
8" PRECAST
& PRESTRESSED
U-LINTELS
SAFE LATERAL
8" PRECAST & PRESTRESSED
LOADS
FOR
U-LINTELS
1
SAFE UPLIFT LOADS
FOR 8"
PRECAST
&
PRESTRESSED
U-LINTELS
4wermoMN
SAFE
LOAD
-POUNDS
PER
LINEAR
FOOT
*w
SAFPE
LF LOADC
SAFE
LOAD
-POUNDS
PER
LINEAR
FOOT
TYPE
LENGTH
8U8
BFB-OB
BF12-OB
BF16-OB
BF20.0B
BF24-03
BF28-OB
8F32-08
TYPE
LENGTH
8U8
8F8
RCMU
TYPE
LENGTH
BF8-1T
8F12-1T
OF16-IT
BF20-1T
6F24-IT
8F28-1T
8F32-iT
8F8-16
BF12-18
BFi6-18
BF20.1B
BF24-18
8F28-18
BF32-1B
BFB-27
8F12-2T
BF182T
6F20-2T
BF24-2T
8F28-2T
8F32-2T
3'-6" (42") PRECAST
2231
3069
3719
5163
6607
8054
9502
10951
3'-6" (42') PRECAST
1025
1024
1598
3'-6" (42") PRECAST
1589
2655
3524
4394
5263
6132
7001
3069
4605
6113
7547
8974
10394
11609
1589
2655
3524
4394
5263
8132
7001
4'-0" (48") PRECAST
1966
2551
2751
3820
4890
5961
7034
8107
4'-0" (48') PRECAST
765
763
1309
4'-0" (48") PRECAST
1363
2305
3060
3815
4570
5325
6079
2693
4605
6113
7547
Bs74
10394
11809
1363
2305
3060
3815
4570
5325
6079
4'-6" (54") PRECAST
1599
1969
2110
2931
3753
4576
5400
6224
4'-6" (54') PRECAST
Sg2
591
1073
4'-6" (54") PRECAST
1207
2040
2707
3375
4043
4711
5379
2769
4375
6113
7547 m
6672
10294
11809
1207
2040
2707
3375
4043
4711
5379
5'-4" (64") PRECAST
1217
1349
1438
1999
2500
3123
3686
4249
5'4" (64") PRECAST
411
411
745
T-4" (64") PRECAST
1016
171 „)
2276 (4)
2838
3399
3961
1 4522
1663
3090
5365
75470s)
7342(ig)
8733(s)
10127(iy)
1016
1715
2276
2838
3399
3961
4522
5'-10" (70") PRECAST
1062
1105
1173
1631
2090
2549
3009
3470
5'-10" (70') PRECAST
340
339
616
1
5-10" (70") PRECAST
909
1567,+e)
208 ,3
2593 a
3107 rot
3620 (4)
4133 3
1451
2622
4360
7186 (45)
603619,
7181(ig)
6328(,)
929
1567
2080
2593
3107
3620
4133
6-6" 78" PRECAST
( )
908
1238
2177
3480
3031
3707
4383
5061
6'-6" 78" PRECAST
( )
507
721
490
6'-6" (78') PRECAST
83 r-
1407tz�1
186k,)
2329is
2790gs)
3251)+4)
3712(z)
1238
2177
3480
5381
8360
1039437)
8825 s)
835
1407
1868
2329
2790
3251
3712
T-6" (90') PRECAST
743
1011
1729
2632
2206
2698
3191
3685
T-6" (90") PRECAST
424
534
363
T-6" (90") PRECAST
727 r2
1065,2s)
1624)3+)
2025
2426)2s
2827(25)
3228 z4
1011
1729
2661
3890
5681
8467�44
6472„s)
727
1224
1624
2025
2426
2827
3228
9'4" (112') PRECAST
554
699
1160
1625
2564
3486
2818
3302
9'4' (112') PRECAST
326
512
230
9'-4" (112") PRECAST
591
7082
113834
147434
181534
215734
250034)
752
1245
1843
2W
3486
470507)
6390,47)
591
862
1318
1643
1969
2294
2619
10'-6" (126') PRECAST
475
535
890
1247
2093
2777
2163
2536
10'-6" (126") PRECAST
284
401
180
10'-6" (126") PRECAST
530
575 24
116 �
11 8833
146137
1736�)
2017 33)
643
1052
1533
2093
2781
3643(3s)
4754,4s,
530
695
1180 p)
1472 (4)
1763 a)
2055
2346
11'4" (136') PRECAST
362
582
945
1366
1846
2423
3127
4006
11'4" (136') PRECAST
260
452
154
1T-4" (136) PRECAST
a74
504(23)
809(32)
1037(32)
1274t32)
1513(32)
=
582
945
1$66
1846
2423
3127
4006
494
607
1042Uo)
1372(11)
1643.2
2187 p)
12'-0" (144') PRECAST
337
540
873
1254
1684
2193
2805
3552
12'-0" (144') PRECAST
244
402
137
12'-0" (144") PRECAST
470 0
458)23)
7240,)
936 32)
115302)
13693z
158502)
540
873
1254
1684
2193
2605
3552
470
1 550
940 t,0
1302 s
1580t+31
161 S,,1)
1 2075 ,0
13'4" (160") PRECAST
296
471
755
1075
1428
183E
2316
2883
13'-4" (160') PRECAST
217
324
110
13'-4" (180") PRECAST
4"' ,,
I'lliu)
607 30
785 30
96a n
11433,
1323 3,
471
755
1075
1428
1838
2316
2883
428
460
780 M
11590,)
1418,20)
165319)
1887(z)
14'-0" (168") PRECAST
279
42A
706
1002
1320
1697
2127
2630
14'-0" (168') PRECAST
205
293
100
14'-0" (168") PRECAST
384 v,
358 a,)
560 a3
724 ,30)
889
1054,w3
1220 )
442
706
1002
1326
1697
2127
2630
410
425
717 (7
106301
1358,2
1582kz)
1807 p,)
14'-8" (176') PRESTRESSED
N.R.
MR
MR
MR
MR
MR
MR
MR
14'-8" (176') PRESTRESSED
N.R.
284
91
14'-8" (176') PRESTRESSED
239
334 m)
520 s
672 p)
825 zs)
978
113100y
458
783
1370
1902
2245
2517
2712
246
395
663
980(m)
130326
1518w
1734z4
154" (184") PRESTRESSED
N.R.
MR
MR
MR
NR
MR
MR
MR
15'4" (184') PRESTRESSED
N.R.
259
83
16 " (184") PRESTRESSED
4
224
313(a2)
48e 2s)
627 ug)
769 23
911
a" 1054,
412
710
1250
1733
2058
2320
2513
230
368
616 P,
908 (20)
124023
1460zz
1668(26)
1T-4" (208") PRESTRESSED
N.R.
MR
MR
MR
MR
NR
MR
MR
17'4" (208') PRESTRESSED
N.R.
194
64
17'-4" (208') PRESTRESSED
187
263 s
405 2s
521 2,
638 27
756 27
873 n
r 3 00
Sae
950
1320
1609
1849
2047
192
308
508 (F
740 t,q)
1005 z2
127131
1473(31)
19'-4" (232") PRESTRESSED
N.R.
MR
MR
MR
NR
MR
MR
MR
19'-4" (232") PRESTRESSED
N.R.
148
52
19'-4" (232") PRESTRESSED
162
229 17)
348 25
aa7 zs
547 )2
647 (26)
7a7 zs
235
420
750
1037
1282
1515
1716
166
263
429 ,
623 (l3)
841 26
105930
122730
21'-4" (256") PRESTRESSED
N.R.
MR
MR
MR
MR
MR
MR
MR
21'-4" (256) PRESTRESSED
N.R.
125
42
21'-4" (256') PRESTRESSED
142
204„3,
307�)
393,3
4802
568(24)
65524
180
340
598
845
1114
1359
1468
142
232
373 p)
537 n
721 25
905 29
1046 2s
27-0" (264") PRESTRESSED
N.R.
MR
MR
MR
NR
MR
MR
MR
22--0" 264' PRESTRESSED
( )
N.R.
116
40
22'-O" (264') PRESTRESSED
137
197„5)
295 zz
379 23
462
546 z3
630 n
166
315
550
794
1047
1285
1399
137
223
358
513 tn)
BBB Q4)
6632e
999,2e
24'-0" (288") PRESTRESSED
N.R.
MR
MR
MR
MR
MR
MR
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N.R.
91
33
24'-0" (288") PRESTRESSED
124
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267 2,)
3az 2,)
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567 22
129
250
450
654
884
1192
1222
124
202
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455 (is)
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757 21
876 a�)
(#} THE NUMBERS IN PARENTHESIS
REDUCTIONS FOR GRADE
40 FIELD
ARE
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PERCENT
REBAR.
(#) THE
REDUCTIONS
NUMBERS
IN
FOR GRADE
PARENTHESIS
40
ARE
FIELD ADDED
PERCENT
REBAR.
- ALL VALUES TAKEN FROM "SAFE LOAD TABLES" BY CASTCRETE MAY 2015 EDITION - PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE
- ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE MINIMUM 4" OF BEARING PAST EACH SIDE OF WINDOW OPENING
PRODUCT CONTROL NOTICE OF ACCEPTANCE F.E.C.P, CORPORATION-CASTE-CRETE
DIVISION ACCEPTANCE #: 16-0126.03
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PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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FLOOR LIFT
BEAM PLAN
160 MPH EXP. C
ARCHRECT-
STATE OF FLORIDA
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HATE: 06/13/18
SCALE: 1/4"=1'- 0"
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FRAMING NOTES
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: USP DTC W/ (13) 10d x 1 1/2" HDG NAILS.
SMALL JACKS < 9' MAY BE NAILED W/ (10)dx 1 1/2" HDG NAILS, CONCRETE TO
WOOD FLOOR:
USP LPTA W/ (10) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
USP RT16A OR LUGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED,
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON LINTEL
MANUFACTURER SHOWN IN STRUCTURAL PLANS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEWAND
APPROVAL.
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
TRUSS MANUFACTURER / ENGINEER NOTES:
1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE
FABRICATED W/ A 2x6 BTM. CHORD (MIN.)
2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS
WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT
SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES.
3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO
TRUSS CONNECTIONS.
4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN.
MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN.
COLUMN SCHEDULE
MARK
SIZE &
BASE PLATS OR
REMARK
DESCRIPTION
REINFORCEMENT
4x4 (3 1/2"x3 1/2")
USP PAU44 W/ 5/8" DIA. x
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4x6 (3 1/2"x5 11211)
USP PAU46 W/ 5/8" DIA. x
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D3
SYP. PT, WOOD POST
6" EXP. BOLT
3'
2-PLY
U:-1836 LBS
G: 2965 LBS
1C
DIAGONALS FOR BOTTOM
CHORD BRACING @ 20'-0" O.C.
MAX (TYP.)
U:-757 LBS
G: 1962 LBS
1A
2-PLY
U:-1862 LBS
G: 3019 LBS
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SCALE: 1/4" = V-0"
1441 N. RONALD REAGAN BL
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PH: 407-774-6078
FAX: 407-774-4078
www.a bdesigngroup.com
AA #: 0003325
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DATE: 06/13/18
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ROOF WIND DESIGN PRESSURES
NET(GROSS) 78CE 7- 00
ZONE 1 = 23.79 PSF (33.79)
ZONE 2 = 39.48 PSF (49.48)
ZONE 3 67.16 PSF (77.16)
"A"= 4LO" END ZONE DISTANCE
BASIC WIND SPEED:. 160 MPH
WIND EXPOSURE: "C
RISK CATAGORY: I I
APPLICABLE INTERNAL
PRESSURE COEFFICIENT +- 0.18
ROOF DIAPHRAGM
FOR ASPHALT SHINGLE ROOF, USE MIN 7/16"
O.S.B. OR 1/2" CDX EXT. PLYWOOD, FOR
CEMENTITIOUS TILE AND METAL ROOFING, USE
MIN, 5/8 CDX EXT. PLYWOOD, WITH 8d RING
SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
PANEL EDGES AND 8d RING SHANK GUN NAILS
AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE
DETAIL.
ROOF SHEATHING TO GABLE END FRAME USE
8d GUN NAILS @ 4" O.C. EDGEWISE 2x4
BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE
END.
1/®y-
ROOF/ WALL/ FLOOR
SHEATHING
FASTENER SCHEDULE
NAIL SCHEDULE
SIZE
TYPE
MIN. LENGTH
MIN. DIA.
SHANK
TENSILE STIR,
SHANK
8d
RING SHANK,
2 1/2"
0.120"
170,000
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SCREW SHANK
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8d
SCREW SHANK
2 1/2"
0.120"
PNEUMATIC
SCREW -NAILS
1. NAIL SIZE PER ASTM F1664
2. INTERNATIONAL STAPE, NAIL & TOOL
ASSOCIATION (ISANTA) ESR-1539
EXTERIOR SHEATHING
USE 1/2" CDX OR 7/16"O.S.B. PLY WITH 8d RING
SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES
AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
BOTTOM PANEL AND 8d RING SHANK GUN
NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS
OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
PER MANUF. SPECS.) SEE DETAIL.
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TOP CORD BLOCKING AT 4'
O.C. MAX. IN FIRST 2 FRAMING
SPACES AT EACH END.
RAFTER OR TRUSS
ROOF SHEATHING —1
BUILDING LENGTH
ROOF SHEATHING LAYOUT
AND ENDWALL BRACING
FOR GABLE END FRAMING
C8d RING SHANK GUN NAILS
6" O.C. IN FIELD
C8d RING SHANK GUN NAILS @ 12" O.C. IN
FIELD or 8d x 21/2" SCREW SHANK
PNEUMATIC SCREW -NAILS @ 12" O.C�N
FIELD J\
GENERAL NOTES:
ALL AGGREGATE USED IN CONCRETESHALL CONFORM TO ASTM C33. MAXIMJM AGGREGATE SIZE SHALL BE 3/4'.
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
WOOD:
ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTHOR WEATHER
NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R.2017, 6th EDITION
ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 314"•
ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
ACI 318-14 BUILDING CO DE REQUIREMENTS
-
CRIPPLERS, SILLS ETC. SHALL BE SOUTHERN PINE NO. 2 O - 00 I A OF
C IPPLER R BETTER. PS AND A MODULUS
FOR STRUCTURAL CONCRETE, ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON
R N
ELASTICITY= 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS
DRAWINGS. SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVETAPE.
PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
FORM -WORK
CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
EXCEPT WHERE DIFFERENT DETAIL IS SHOWN.
AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347,
W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
CONTAINS MORE THAN 34" OF HEARTWOOD.
ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY, ANY DISCREPANCIES SHALL BE BROUGHT
EXCLUSIONS FROM THESE PLANS:
MINIMUM NAILING PER FBCR 2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS.
TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
OF THE WORK.
ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL.DEPENDING
PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER
THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING
ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
SYP #2.
IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
WELDED WIRE MESH:
AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
TEMPORARY BRACING, GUYS OR TIE -DOWNS,
WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI
WOOD TRUSSES:
W
TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE
THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
SUPPORTED WITH 2" CHAIRS SPACED 3'-0" OC, EACH WAY.
BE DESIGNDESIGN AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN
TOSPECIFICATIONS FOR
REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
E E LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALLED
SIGNED AND
SEALED BY PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
REINFORCING STEEL:
CONNECTOR PLATES SHALL BEA MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL
TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
REBAR SHALL. BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN
MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
ACCORDANCE W/THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND
DESIGN LOADS:
SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO
DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE
STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND 'TPIAVTCA BCSI 1"
ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
SUBJECT TO ENGINEER'S REVIEW.
COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
20 psf TOP CHORD -non-concurrent
TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36"
WOOD TRUSSES.
10 psf BTM CHORD
#5 BAR - 30" #7 BAR - 42"
PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
DEAD LOAD DEAD LOAD
FOR ADDITIONAL INFORMATION.
LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982.
15 pof TOP CHORD 20 psf TOP CHORD
ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
(7 psf w/ ASPHALT SHINGLES) (10 psf w/ No GYPCRETE)
THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
10 psf BTM CHORD 5 psf BTM CHORD
MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
DEAD LOAD TO RESIST WIND UPLIFT: 10psf
WALL.
CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
BALCONY LIVE LOAD 60 psf
TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
WIND: DEAD LOAD SPEED =160 MPH 3- SECOND GUST
INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING
(ASCE 7-10 (FBC R2017) EXPOSURE C, RISK CATEGORY II)
DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS
LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING, ANY DISCREPANCIES FROM THESE LAYOUTS THAT
SHOP DRAWING REVIEW:
WITHOUT THE APPROVAL OF THE ENGINEER.
AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
MASONRY:
STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
"SPECIFICATION MASONRY STRUCTURES" (ACI 530/ASCE 5rfMS 402, BUILDING CODE REQUIREMENTS FOR
LICENSED PROFESSIONAL ENGINEER.
ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO
MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
THE ARCHITECT. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED.
PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE.
CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON-
PROVIDED BY THE TRUSS ENGINEER.
TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM
ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
THE ENGINEER.
--MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE fm = 1500 PSI. BLOCK SHALL BE PLACED USING
OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS
RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ARCHITECT,
PLACING CONCRETE FOR IN -WALL COLUMNS, GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
ALL TRUSS TO TRUSS CONNECTIONS.
ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
FOUNDATION/ SITE PREPARATION:
SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "USP STRUCTURAL
FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, -
COURSE AGGREGATE, AND SHALL BE PLACED W/A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
CONNECTORS" BY USP, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS
FOOTING EXCAVATIONS AND SLAB SUB -WADE SHALL BE COMPACTED TO A DRY DENSITY
TD CONSOLIDATE GROUT.
WITH THE SIZE AND NUMBER OF BOLTSMAILS AS RECCOMMENDED BY THE MANUFACTURER IN THE
OF AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN
TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT, MORTAR SHALL BE
LATEST CATALOG.
ACCORDANCE WITH ASTM D-1557. TREAT ALL SOIL FOR TERMITE PROTECTION.
PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS
THE OWNER SHALL RETAIN THE SERVICg[B OF AN INDEPENDENT GE0.TECHNICAL ENGINEER
SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED, REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS
CELLS TO BE FILLED.
FAILING TO MEET THE GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND
FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN - -
REINFORCING.
CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION
REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GEO-TECH. ENGINEER.
LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
CONCRETE:
STRUCTURALSTEEL:
CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL. STEEL SHALL COMPLY WITH THE
500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
32,00 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB.
9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
,
A36, Fy = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B,
CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, MATH HISTORICAL STRENGTH DATA
Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE B, TYPE E OR S, Fy = 35 ksi. TUBE AND PIPE
FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT, CONCRETE SLUMP SHALL
COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
NOT EXCEED 5"+!- PRIOR TOTHEADDITIONOFPLASTICIZER- _t
ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL
CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF A0130YAND ASTM C-940R
BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED
WHEN CONCRETE IS BATCHED. THE MAXIMLIMTIME ALLOWED FROM WHEN WATER IS ADDED
ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL, J-BOLTS ARE TO BE STEEL.
TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES.
IF FOR ANY REASON THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN
90 MINUTES, THE CONCRETE SHALL NOT BE PLACED, IT SHALL BE THE RESPONSIBILITY OF
THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE ANDTHE CONTRACTOR OFANY NON COMPLIANCE WITH THE
ABOVE.
O
REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
2
A. 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
OJ
B. FOR CONCRETE EXPOSED TO.EARTHANDIORWEATHER:
j
1-112" FOR #5 AND SMALLER
m
2"FOR #6 AND LARGER
C. FOR CONCRETE NOT EXPOSED TO WEATHER
3/4" FOR SLABS, WALLS AND JOISTS
1-1/2" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
FASTENER
SCHEDULE
WINDOWAND
DOOR BUCK FASTENERS
FASTENER
APPLICATION
SIZE
TYPE
SPACING
REMARKS
APPLICATION
SIZE
TYPE
SPACING
REMARe;S
1x2 PT FURRING TO
CASE HARDENED COIL
81O/C
GARAGE DOOR BUCK
SEE DETAIL
SEE DETAIL
SEE DETAIL
SEE DETAIL
MASONRY/GONG.
NAIL 11/2"LONG .
TO MASONRY/CONC
SGO, AL. EXT. DOORS
CASE HARDENED COIL
91,O/C
WINDOW/DOOR/FASTENED
GARAGE DOOR BUCK
ix PT, SEE NOTE 7
NAIL 1 1nd LONG,
STAGGERED
INTO MASONRY/CONC.
TO MASONRY/CONE
SEE DETAIL
SEE DETAIL
SEE DETAIL
SEE DETAIL
WINDOWBUCK
CASE HARDENED COIL
91,D/C
WINDOW/DOOR/FASTENED
METAL STRAP TO
CONTACT THIS ENGINEER FOR SPACING
ix PT, SEE NOTE
NAIL 11/2"LONG.
STAGGERED
INTO MASONRY/CDNC.
MASONRY/CONC.
REQUIREMENTS
EXT. SWING DOOR
1/4"'
'TAPCON"
12" 07C
1 121' EMBED, 4" END.
NOWHEARING WOOD
1/2"'
EXPANSION
4" EMBED. 4"END
BUCK 2x PT, SEE NOTE 7
NO WASHER
FASTNER
DIST., 1/2" EDGE DIST.
WALL TO CONC. SLAB
W/WASHER
BOLT
24 O/C
DIST., 3" EDGE DIST.
2x PT WINDOW BUCK 0.138' PAR x 2 1/8" 9" O/C 4" END. DIST., 1 1/2"
PT TO STEEL COL., SEE W/WASHER STAGGERED EDGE DIST.
NOTE 7
NOTES
1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE
AS PER MANUFACTURER'S SPECS AND / OR NOA
3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
4. PAF SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING
DETAILED ABOVE
6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. lx MEMBERS ARE NAILED AND
2x M.EMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
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ARCHITECT
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